CN110441159A - The simulation test device and method of borehole wall bearer properties under hydraulic coupling action - Google Patents
The simulation test device and method of borehole wall bearer properties under hydraulic coupling action Download PDFInfo
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- 238000004088 simulation Methods 0.000 title claims abstract description 95
- 238000012360 testing method Methods 0.000 title claims abstract description 55
- 230000001808 coupling effect Effects 0.000 title claims abstract description 40
- 238000000034 method Methods 0.000 title claims description 19
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- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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Abstract
The invention discloses a kind of simulation test devices of borehole wall bearer properties under hydraulic coupling action, including simulation rock mass, loading system, seepage flow station control system, data collection system, master controller.The master controller is connect with loading system, seepage flow station control system, data collection system respectively.The present invention applies horizontal loading forces to simulation rock mass, vertical loading force, the axially loaded power of concrete walling and seepage flow hydraulic pressure, pass through the temporal and spatial evolution of each physical field during monitoring element monitoring test, and obtain concrete walling, curtain-grouting body, water-resisting roof layer, a series of scenes such as the physico mechanical characteristic and reservoir stress condition of water-bearing layer and water-resisting floor and laboratory's parameter, by the analog simulation experimental study for carrying out concrete walling ultimate bearing capacity and rheological fracture under hydraulic coupling action, obtain the timeliness attenuation law of the lower concrete walling ultimate bearing capacity of water-force coupling action.
Description
Technical field
The present invention relates to field of civil engineering, in particular to the simulation examination of borehole wall bearer properties under a kind of hydraulic coupling action
Experiment device and method.
Background technique
With the development of China's building trade, more and more large size Deep Mine tunnels and Deep-buried Railway Tunnel engineering are repaired
It build the place of complex geologic conditions in, the rock section being especially under hydraulic coupling action.Under hydraulic coupling action
Large-scale Deep Mine tunnel and Deep-buried Railway Tunnel engineering, it may occur however that rheological fracture disaster causes the injures and deaths and economy of personnel
Loss, it is also possible to irremediable massive losses are caused to entire engineering.
Since hydraulic coupling action brings great hidden danger to Deep Mine tunnel and deep tunnel engineering, in order to study water
Force coupling action lower concrete walling ultimate bearing capacity and rheological fracture, so needing to carry out mould to underground engineering site situation
It is quasi-, by corresponding simulation test, understand whether disaster occurs, so that safe and reliable arrangement and method for construction is obtained, to avoid personnel
Injures and deaths and reduce economic loss.To solve the above problems, corresponding large-scale physical model test is come into being.
Summary of the invention
Under a kind of in order to solve the above technical problem, the present invention provides structures simple, safe and reliable hydraulic coupling action
The simulation test device of shaft lining load-bearing characteristic, and a kind of simulation test side of borehole wall bearer properties under hydraulic coupling action is provided
Method.
Technical proposal that the invention solves the above-mentioned problems is: the simulation examination of borehole wall bearer properties under a kind of hydraulic coupling action
Experiment device, including simulation rock mass, loading system, seepage flow station control system, data collection system and master controller, the simulation rock
Body center is concrete walling, is prefabricated pit shaft on the inside of concrete walling, on the outside of concrete walling from top to bottom in order successively
Water-resisting floor, water-bearing layer and water-resisting roof layer are filled, the annular region on the outside of water-bearing layer fills curtain-grouting body；The load
System, seepage field set-up of control system are outside simulation rock mass, and the seepage field piping laying of seepage flow station control system is in water-bearing layer
In；The data collection system includes being embedded in simulation rock mass concrete walling inner surface, concrete walling outer surface, curtain note
Monitoring element in slurry, water-resisting roof layer, water-bearing layer and water-resisting floor；The master controller respectively with loading system, seep
Flow field control system, data collection system connection.
The simulation test device of borehole wall bearer properties under above-mentioned hydraulic coupling action, the master controller include computer, number
According to line, horizontal addload data line, data line, the axially loaded data line of the borehole wall, monitoring element data line are vertically loaded, computer passes through
Horizontal addload data line, vertically load data line, the axially loaded data line of the borehole wall are connected with hydraulic loading system, and computer passes through number
It is connected according to line with seepage flow station control system, computer is connected by monitoring element data line with acquisition data system.
The simulation test device of borehole wall bearer properties under above-mentioned hydraulic coupling action, the loading system include model counter-force
Frame, reaction frame lid, horizontal addload axis, vertical loading axis, the axially loaded axis of the borehole wall, steel plate, the simulation rock mass are placed on model
In reaction frame, model reaction frame is connected with reaction frame cover bolt I, and the simulation rock mass left side, front, is respectively provided with water at the right side below
Flat loading axis；Simulation rock mass is respectively provided with vertical loading axis above and below；The borehole wall is arranged in the concrete walling top for simulating rock mass
Axially loaded axis, horizontal addload axis, vertical loading axis and the axially loaded axis bottom bolt II of the borehole wall are fixed on model reaction frame
On, it is in contact at the top of horizontal addload axis, vertical loading axis and the axially loaded axis of the borehole wall with simulation rock mass, horizontal addload axis, vertically
Loading axis and the axially loaded axis of the borehole wall are in contact at position with simulation rock mass is equipped with steel plate, and horizontal addload axis passes through horizontal addload
Data line connects computer, and vertical loading axis connects computer by vertically load data line, and the axially loaded axis of the borehole wall passes through borehole wall axis
Computer is connected to load data line；By computer controlled level loading axis to simulation the rock mass left side, the right side, front, followed by
Horizontal addload controls vertical loading axis and is vertically loaded to simulation rock mass above, below, controls the axially loaded axis of the borehole wall to mould
The concrete walling of quasi- rock mass carries out axially loaded.
The simulation test device of borehole wall bearer properties under above-mentioned hydraulic coupling action, the seepage flow station control system include seeping
Flow field channels, pipe joint, manograph I, manograph II, the regulating valve that tests the speed I, the regulating valve that tests the speed II, water pump, water tank, seepage field
Pipeline is composed of more parallel guiding steel pipes and a longitudinal diversion steel pipe, and more parallel guiding steel pipes are embedded in water-bearing layer in advance
Left and right sides boundary in, one end of more parallel guiding steel pipes, more parallel conductives are separately connected in the middle part of longitudinal diversion steel pipe
The other end of water steel pipe protrudes into water-bearing layer, one end of the water pump after manograph I, the regulating valve that tests the speed I with seepage field pipeline
Water inlet end be connected, the water pump other end is connected with water tank；The water outlet of seepage field pipeline is after manograph II, the regulating valve that tests the speed II
It is connected with water tank；Computer connects manograph I, manograph II, the regulating valve that tests the speed I, the regulating valve that tests the speed II by data line, passes through survey
Fast regulating valve I and the regulating valve II that tests the speed control seepage field hydraulic pressure, the progress by manograph I, manograph II to seepage field hydraulic pressure
Real-time monitoring.
The simulation test device of borehole wall bearer properties under above-mentioned hydraulic coupling action, the water-resisting roof layer and bottom plate water proof
The material of layer is the packsand that mass ratio is 2.8:1: portland cement, it is 3:11.2:5.8 that the material in water-bearing layer, which is mass ratio:
16 cobblestone: gritstone: packsand；Portland cement, the material of curtain-grouting body are that mass ratio is 0.98:1:1.42's
Water: cement: waterglass.
The simulation test device of borehole wall bearer properties under above-mentioned hydraulic coupling action, the data collection system include optical fiber
Osmotic pressure sensor, multipoint displacement meter, resistance strain plate and micro pressure box, in concrete walling inner surface, concrete walling
The embedded resistance strain plate in outer surface, curtain-grouting body, water-bearing layer, water-resisting floor, embedded optical fiber in water-resisting roof layer
Osmotic pressure sensor, multipoint displacement meter and micro pressure box, computer controller are sensed by monitoring element data line and optical fiber osmotic pressure
Device, multipoint displacement meter, resistance strain plate and micro pressure box, which are connected, to carry out the acquisition of data and stores data in computer control
Device processed.
The simulation test device of borehole wall bearer properties under above-mentioned hydraulic coupling action, the prefabricated pit shaft bottom of the simulation rock mass
Portion is equipped with photographic device, and the prefabricated lower wellbore of the simulation rock mass is equipped with graduated cylinder and electronic balance.
The simulation experiment method of borehole wall bearer properties under a kind of hydraulic coupling action, comprising the following steps:
1) it determines testing program: according to likelihood ratio relationship, determining the vertical stress and horizontal stress being applied on simulation rock mass
The water pressure of xial feed, the boundary that intakes that size, concrete walling are born；
2) prefabricated simulation rock mass；
3) apply seepage field: in the multi-functional object of large scale true triaxial being made of model reaction frame, reaction frame lid and loading device
Apply an initial level stress and vertical stress respectively along horizontal and vertical direction in reason simulation system, is controlled by seepage field
Seepage field initial water pressure is arranged in boundary of aquifer in system, monitors Water hydraulic static pressure loading difference portion in the process by data collection system
Hydraulic pressure, stress and the Evolution of displacement of position, the distribution of water pressure of monitoring country rock, curtain-grouting body and the concrete walling back side
With the hydraulic slope regularity of distribution；
4) measurement of ultimate bearing capacity: after seepage field is stablized, using the axially loaded axis of the borehole wall to coagulation at the top of simulation rock mass
After the native borehole wall applies xial feed to design value, keep its constant, further along horizontal and vertical side in physical simulation system
To horizontal stress and vertical stress is gradually applied in proportion, until concrete walling loses carrying under the effect of circumferential pressure from surrounding rock
Ability；Monitor concrete walling surfaces externally and internally strain-stress relation in load loading procedure, the change of concrete walling back side hydraulic pressure
In law, concrete walling surface cracks propagation law and concrete walling periphery seepage discharge and curtain-grouting body and country rock
Hydraulic pressure and stress variation, obtain hydraulic coupling action under concrete walling ultimate bearing capacity；
5) measurement of ultimate bearing capacity Evolution: change seepage field initial water pressure, obtain concrete well under different hydraulic conditions
The ultimate bearing capacity of wall inquires into the evolution properties of the ultimate bearing capacity of concrete walling under hydraulic coupling action.
The simulation experiment method of borehole wall bearer properties under above-mentioned hydraulic coupling action is obtaining concrete walling ultimate bearing
On the basis of power evolution properties, further carries out the test of concrete walling rheological fracture, study concrete walling ultimate bearing capacity
Timeliness attenuation characteristic, steps are as follows:
A) method for using hierarchical loading chooses 5 ~ 6 classification stress in the section of 50% ~ 85% ultimate bearing capacity respectively
Level applies horizontal stress and vertical stress, when the surrouding rock stress for reaching setting step by step from low to high in physical simulation system
After level, the pressure from surrounding rock and xial feed for keeping concrete walling to bear are constant and seepage field initial water pressure is constant, carry out mixed
Solidifying soil borehole wall rheological fracture experimental study, sets every grade of load time as 120 h；
B) concrete walling surfaces externally and internally strain-stress relation in concrete walling Rheologic, the concrete walling back side are monitored
Variation in water pressure rule, concrete walling surface cracks propagation law and concrete walling periphery seepage discharge and curtain-grouting body and
Hydraulic pressure and stress variation in country rock；
C) further, keep concrete walling axle power, horizontal and vertical stress constant, change seepage field initial water pressure, research
The contribution that aquifer water pressure size ruptures concrete walling Rheological Deformation and concrete walling；
D) analog simulation of the rheological test and concrete walling rheological fracture of concrete walling under Seepage-stress coupling is combined to test knot
Fruit captures the timeliness attenuation characteristic of the ultimate bearing capacity of the different Seepage-stress coupling Under Concrete boreholes wall.
The beneficial effects of the present invention are: the present invention is to concrete walling-curtain-grouting body-country rock collaboration bearing structure
It simulates rock mass and applies that horizontal addload, vertical load, concrete walling be axially loaded and seepage flow hydraulic pressure, pass through embedded concrete walling
Inner surface, concrete walling outer surface waterproof resistance strain plate and curtain-grouting body, country rock in optical fiber osmotic pressure sensor,
The temporal and spatial evolution of each physical field during multipoint displacement meter, micro pressure box monitoring element monitoring test, and obtain coagulation
The native borehole wall, the physico mechanical characteristic of curtain-grouting body and country rock and reservoir stress condition etc. are a series of live and laboratory's parameter
On the basis of, foundation geometric similarity, gravitational field are similar, solid deformation four conditions similar with permeability disclose the medium that unevenly blocks water
Seepage field is to concrete walling-curtain-grouting body-country rock collaboration bearing structure hydraulics coupling effect and concrete walling stream
Become fracture mechanism, carries out the analog simulation experimental study of water conservancy coupling concrete walling ultimate bearing capacity and rheological fracture, obtain
The timeliness attenuation law of the lower concrete walling ultimate bearing capacity of water-force coupling action.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of apparatus of the present invention.
Fig. 2 is the simulation rock mass structure schematic diagram of apparatus of the present invention.
Fig. 3 is the seepage field piping schematic of apparatus of the present invention.
Fig. 4 is the monitoring element schematic diagram of apparatus of the present invention.
Fig. 5 is the seepage field control system architecture schematic diagram of apparatus of the present invention.
Fig. 6 is the distribution schematic diagram of strain gauge inside and outside the concrete walling of apparatus of the present invention.
Fig. 7 is the reaction frame structural schematic diagram of apparatus of the present invention.
Fig. 8 is the reaction frame lid structural schematic diagram of apparatus of the present invention.
In figure: 1, model reaction frame, 2, simulation rock mass, 3, vertical loading axis, 4, steel plate, 5, concrete walling, 6, top plate
Water barrier, 7, water-bearing layer, 8, water-resisting floor, 9, curtain-grouting body, 10, seepage field pipeline, 11, manograph, 12, adjusting of testing the speed
Valve, 13, water pump, 14, water tank, 15, horizontal addload axis, 16, the axially loaded axis of the borehole wall, 17, bolt II, 18, water inlet end, 19, go out
Water end (W.E.), 20, computer, 21, graduated cylinder and electronic balance, 22, photographic device, 23, resistance strain plate, 24, optical fiber osmotic pressure sensor,
25, multipoint displacement meter, 26, micro pressure box, 27, data line I, 28, data line II, 29, data line III, 30, data line IV,
31, data line V, 32, data line VI, 33, data line VII, 34, data line VIII, 35, bolt I, 36, horizontal addload data line I,
37, horizontal addload data line II, 38, vertical load data line I, 39, vertical load data line II, 40, vertically load data line
III, 41, the axially loaded data line of the borehole wall, 42, monitoring element data line, 43, pipe joint, 44, reaction frame lid.
Specific embodiment
The present invention is further illustrated with reference to the accompanying drawings and examples.
As shown in Figure 1, under a kind of hydraulic coupling action borehole wall bearer properties analog simulation experimental rig, including simulation rock
Body 2, hydraulic loading system, seepage flow station control system, data collection system, master controller.
The simulation rock mass 2 includes water-resisting floor 8, water-bearing layer 7, water-resisting roof layer 6, curtain-grouting body 9 and concrete
The borehole wall 5,2 center of simulation rock mass are concrete walling 5, are prefabricated pit shaft on the inside of concrete walling 5, outside concrete walling 5
Successively fill water-resisting floor 8, water-bearing layer 7 and water-resisting roof layer 6, the annulus in 7 outside of water-bearing layer in order from top to bottom in side
Domain is the annular curtain-grouting body 9 of 1.2 times of 7 diameters of water-bearing layer；The loading system, seepage field set-up of control system are in simulation rock
Outside body 2, the seepage field pipeline 10 of seepage flow station control system is embedded in water-bearing layer 7；The data collection system includes embedded
In simulation 2 concrete walling of rock mass, 5 inner surface, 5 outer surface of concrete walling, curtain-grouting body 9, water-resisting roof layer 6, water-bearing layer
7 and water-resisting floor 8 in monitoring element；The master controller is acquired with loading system, seepage flow station control system, data respectively
System connection.
The master controller includes computer 20, data line I 27, data line II 27, data line III 29, data line IV 30, number
According to line V 31, data line VI 32, data line VII 33, data line VIII 34, horizontal addload data line I 36, horizontal addload data line II
37, data line I 38, vertical load data line II 39, vertical load data line III 40, the axially loaded data line of the borehole wall are vertically loaded
41, monitoring element data line 42.Computer 20 is axial by horizontal addload data line I-II, vertical load data line I-III, the borehole wall
Load data line 41 is connected with hydraulic loading system, and computer 20 is connected by data line I-VIII with seepage flow station control system, computer
20 are connected by monitoring element data line with acquisition data system.
The hydraulic loading system include model reaction frame 1, reaction frame lid 44, horizontal addload axis 15, vertical loading axis 3,
The axially loaded axis 16 of the borehole wall, steel plate 4.The simulation rock mass 2 is placed in model reaction frame 1, model reaction frame 1 and reaction frame lid
44 are connected with bolt I 35.Simulation 2 left side of rock mass, front, is respectively provided with horizontal addload axis 15 at the right side below；It simulates above rock mass 2
Vertical loading axis 3 is respectively provided with following；Concrete walling top is arranged the axially loaded axis 16 of the borehole wall, horizontal addload axis 15, vertical
Loading axis 3 and the axially loaded 16 bottom bolt II 17 of axis of the borehole wall are fixed on model reaction frame 1, horizontal addload axis 15, vertical
It is in contact by steel plate 4 with simulation rock mass 2 at the top of loading axis 3 and the axially loaded axis 16 of the borehole wall, gives simulation 2 applied force of rock mass, water
Flat loading axis 15 passes through I-II 36-37 connection computer 20 of horizontal addload data line；Vertical loading axis 3 is by vertically loading data line
I-III 38-40 connection computer 20；The axially loaded axis 16 of the borehole wall connects computer 20 by the axially loaded data line 41 of the borehole wall.Pass through electricity
20 controlled level loading axis of brain, 15 pairs of 2 left sides of simulation rock mass, the right side, front, followed by horizontal addload, control vertical loading axis
3 pairs of simulation rock mass above, belows are vertically loaded, control the borehole wall it is axially loaded 16 pairs of axis simulation rock mass concrete walling into
Row is axially loaded.
The seepage flow station control system includes seepage field pipeline 10, pipe joint 43, manograph I 11, manograph II, tests the speed
Regulating valve I 12, the regulating valve that tests the speed II, water pump 13, water tank 14.Seepage field pipeline 10 is by more parallel guiding steel pipes and a longitudinal direction
Diversion steel pipe is composed, and more parallel guiding steel pipes are embedded in advance in the left and right sides boundary in water-bearing layer 7, longitudinal diversion steel pipe
Middle part is separately connected one end of more parallel guiding steel pipes, and the other end of more parallel guiding steel pipes protrudes into water-bearing layer 7.Water pump
13 one end is connected by pipe joint 43 with the water inlet end 18 of seepage field pipeline after manograph I 11, the regulating valve that tests the speed I 12,
13 other end of water pump is connected with water tank 14；The water outlet 19 of seepage field pipeline pass through pipe joint 43 after through manograph II, test the speed
It is connected after regulating valve II with water tank.Computer 20 connects the regulating valve I 12 that tests the speed by data line I 27, data line III 29, passes through data
Line V 31, data line VIII 34 connect the regulating valve II that tests the speed, and connect manograph I 11 by data line II 28, data line IV 30, pass through
Data line VI 32, data line VII 33 connect manograph II, and computer 20 is by manograph I 11, manograph II to seepage field hydraulic pressure
Real-time monitoring is carried out, instruction is issued to the regulating valve I 12 that tests the speed, the regulating valve that tests the speed II to control seepage field water according to feedback data
Pressure.
The material of the water-resisting roof layer 6 and water-resisting floor 8 is the packsand that mass ratio is 2.8:1: portland cement,
The material in water-bearing layer 7 is the cobblestone that mass ratio is 3:11.2:5.8:16: gritstone: packsand；Portland cement, curtain note
The material of slurry 9 is the water that mass ratio is 0.98:1:1.42: cement: waterglass.
The data collection system includes optical fiber osmotic pressure sensor 24, multipoint displacement meter 25, waterproof resistance strain plate 23
With micro pressure box 26.In the embedded resistance strain plate 23 in 5 inner surface of concrete walling and 5 outer surface of concrete walling, curtain
Curtain injecting cement paste 9, water-resisting floor 8, embedded optical fiber osmotic pressure sensor 24, multipoint displacement meter in water-bearing layer 7, water-resisting roof layer 6
25 and micro pressure box 26.Computer 20 passes through monitoring element data line 42 and optical fiber osmotic pressure sensor 24, multipoint displacement meter 25, prevents
Water power resistive foil gauge 23 is connected with micro pressure box 26 to carry out the acquisition of data and stores data in computer 20.
The prefabricated wellbore bottom of the simulation rock mass 2 is equipped with photographic device 22, under the prefabricated pit shaft of the simulation rock mass 2
Portion is equipped with graduated cylinder and electronic balance 21.
The simulation experiment method of borehole wall bearer properties under a kind of hydraulic coupling action, comprising the following steps:
1) it determines testing program: according to likelihood ratio relationship, determining vertical load and the horizontal plus coagulation being applied on simulation rock mass 2
The seepage field hydraulic pressure of axially loaded load and the boundary that intakes that the axially loaded stress intensity of the native borehole wall, concrete walling 5 are born；
2) prefabricated simulation rock mass 2；
3) apply seepage field: in the multi-functional physics mould of large scale true triaxial being made of model reaction frame 1 and hydraulic loading device
Apply an initial level stress and vertical stress respectively along horizontal and vertical direction in quasi- system, system is controlled by seepage field
System is arranged seepage field initial water pressure in boundary of aquifer, monitors hydraulic pressure, stress and the displacement of different parts during Water hydraulic static pressure loading
Evolution, monitoring water-resisting floor 8, water-bearing layer 7, water-resisting roof layer 6, curtain-grouting body 9 and concrete walling 5 back side
Distribution of water pressure and the hydraulic slope regularity of distribution；
4) measurement of ultimate bearing capacity: after seepage field is stablized, using the axially loaded axis 16 of the borehole wall to mixed at the top of simulation rock mass 2
After the solidifying soil borehole wall 5 slowly applies xial feed to design value, keep its constant, in physical simulation system further along horizontal and
Vertical direction gradually applies horizontal stress and vertical stress in proportion, until concrete walling 5 is under the effect of circumferential pressure from surrounding rock
Lose bearing capacity；Monitor 5 surfaces externally and internally strain of concrete walling-stress relation in load loading procedure, concrete walling 5 is carried on the back
Changing rule, 5 surface cracks propagation law of concrete walling and the 5 periphery seepage discharge of concrete walling and curtain of face hydraulic pressure are infused
Hydraulic pressure and stress variation in slurry 9 and country rock obtain concrete walling ultimate bearing capacity under hydraulic coupling action；
5) measurement of ultimate bearing capacity Evolution: change seepage field initial water pressure, obtain concrete well under different hydraulic conditions
The ultimate bearing capacity of wall 5 inquires into the evolution properties of the ultimate bearing capacity of concrete walling 5 under hydraulic coupling action.
On the basis of obtaining concrete walling ultimate bearing capacity evolution properties, it is disconnected further to carry out concrete walling rheology
Test is split, the timeliness attenuation characteristic of concrete walling ultimate bearing capacity is studied, test procedure is as follows:
A) method for using hierarchical loading chooses 5 ~ 6 classification stress water in the section of 50% ~ 85% ultimate bearing capacity respectively
It is flat, apply horizontal stress and vertical stress step by step from low to high in physical simulation system, when the surrouding rock stress water for reaching setting
After flat, the pressure from surrounding rock and xial feed for keeping concrete walling 5 to bear are constant and seepage field initial water pressure is constant, carry out coagulation
Native borehole wall rheological fracture experimental study sets every grade of load time as 120 h；
B) 5 surfaces externally and internally strain of concrete walling-stress relation in 5 Rheologic of concrete walling is monitored, outside concrete walling 5
Side hydraulic pressure changing rule, 5 surface cracks propagation law of concrete walling and 5 periphery seepage discharge of concrete walling and curtain-grouting
Hydraulic pressure and stress variation in body 9 and country rock；
C) it keeps concrete walling axle power, horizontal and vertical stress constant, changes seepage field initial water pressure, study aquifer water pressure
The contribution that size ruptures 5 Rheological Deformation of concrete walling and concrete walling 5；
D) analog simulation of the rheological test and concrete walling rheological fracture of concrete walling under Seepage-stress coupling is combined to test knot
Fruit captures the timeliness attenuation characteristic of the ultimate bearing capacity of the different Seepage-stress coupling Under Concrete boreholes wall.
Claims (9)
1. the simulation test device of borehole wall bearer properties under a kind of hydraulic coupling action, it is characterised in that: including simulation rock mass, add
Loading system, seepage flow station control system, data collection system and master controller, the simulation rock mass center are concrete walling, are mixed
It is prefabricated pit shaft on the inside of the solidifying soil borehole wall, successively fills water-resisting floor, water-bearing layer in order from top to bottom on the outside of concrete walling
And water-resisting roof layer, the annular region on the outside of water-bearing layer fill curtain-grouting body；The loading system, seepage flow station control system are set
It sets outside simulation rock mass, the seepage field piping laying of seepage flow station control system is in water-bearing layer；The data collection system packet
It includes and is embedded in simulation rock mass concrete walling inner surface, concrete walling outer surface, curtain-grouting body, water-resisting roof layer, aqueous
Monitoring element in layer and water-resisting floor；The master controller is acquired with loading system, seepage flow station control system, data respectively
System connection.
2. the simulation test device of borehole wall bearer properties under hydraulic coupling action according to claim 1, it is characterised in that:
The master controller include computer, data line, horizontal addload data line, vertically load data line, the axially loaded data line of the borehole wall,
Monitoring element data line, computer by horizontal addload data line, vertically load data line, the axially loaded data line of the borehole wall with it is hydraulic
Loading system is connected, and computer is connected by data line with seepage flow station control system, and computer passes through monitoring element data line and acquisition
Data system is connected.
3. the simulation test device of borehole wall bearer properties under hydraulic coupling action according to claim 2, it is characterised in that:
The loading system includes model reaction frame, reaction frame lid, horizontal addload axis, vertical loading axis, the axially loaded axis of the borehole wall, steel
Plate, the simulation rock mass are placed in model reaction frame, and model reaction frame is connected with reaction frame cover bolt I, and simulation rock mass is left
Face, front, is respectively provided with horizontal addload axis at the right side below；Simulation rock mass is respectively provided with vertical loading axis above and below；Simulate rock mass
Concrete walling top be arranged the axially loaded axis of the borehole wall, horizontal addload axis, vertical loading axis and the axially loaded axis bottom of the borehole wall
It is fixed on model reaction frame with bolt II, horizontal addload axis, vertical loading axis and the axially loaded axis top of the borehole wall and simulation rock
Body is in contact, and horizontal addload axis, vertical loading axis and the axially loaded axis of the borehole wall are in contact at position with simulation rock mass and are equipped with steel
Plate, horizontal addload axis connect computer by horizontal addload data line, and vertical loading axis connects computer by vertically load data line,
The axially loaded axis of the borehole wall connects computer by the axially loaded data line of the borehole wall；By computer controlled level loading axis to simulation rock mass
The left side, the right side, front, followed by horizontal addload, control vertical loading axis to simulation rock mass above, below carry out vertically plus
It carries, the control axially loaded axis of the borehole wall carries out the concrete walling of simulation rock mass axially loaded.
4. the simulation test device of borehole wall bearer properties under hydraulic coupling action according to claim 3, it is characterised in that:
The seepage flow station control system includes seepage field pipeline, pipe joint, manograph I, manograph II, the regulating valve that tests the speed I, test the speed tune
Valve II, water pump, water tank are saved, seepage field pipeline is composed of more parallel guiding steel pipes and a longitudinal diversion steel pipe, and more
Parallel guiding steel pipe is embedded in advance in the left and right sides boundary in water-bearing layer, and more parallel conductives are separately connected in the middle part of longitudinal diversion steel pipe
The other end of one end of water steel pipe, more parallel guiding steel pipes protrudes into water-bearing layer, and one end of the water pump is through manograph I, survey
It is connected after fast regulating valve I with the water inlet end of seepage field pipeline, the water pump other end is connected with water tank；The water outlet of seepage field pipeline passes through
It is connected after manograph II, the regulating valve that tests the speed II with water tank；Computer connects manograph I, manograph II, adjusting of testing the speed by data line
Valve I, the regulating valve that tests the speed II are passed through manograph I, are surveyed and pressed by regulating valve I and the control seepage field hydraulic pressure of regulating valve II that tests the speed of testing the speed
Carry out real-time monitoring of the device II to seepage field hydraulic pressure.
5. the simulation test device of borehole wall bearer properties under hydraulic coupling action according to claim 4, it is characterised in that:
The material of the water-resisting roof layer and water-resisting floor is the packsand that mass ratio is 2.8:1: portland cement, the material in water-bearing layer
Material is the cobblestone that mass ratio is 3:11.2:5.8:16: gritstone: packsand；The material of portland cement, curtain-grouting body is
Mass ratio is the water of 0.98:1:1.42: cement: waterglass.
6. the simulation test device of borehole wall bearer properties under hydraulic coupling action according to claim 4, it is characterised in that:
The data collection system includes optical fiber osmotic pressure sensor, multipoint displacement meter, resistance strain plate and micro pressure box, in coagulation
The embedded resistance strain plate in native borehole wall inner surface, concrete walling outer surface, curtain-grouting body, water-bearing layer, water-resisting floor,
Embedded optical fiber osmotic pressure sensor, multipoint displacement meter and micro pressure box, computer controller pass through monitoring member in water-resisting roof layer
Part data line is connected with optical fiber osmotic pressure sensor, multipoint displacement meter, resistance strain plate and micro pressure box carries out adopting for data
Collect and stores data in computer controller.
7. the simulation test device of borehole wall bearer properties under hydraulic coupling action according to claim 6, it is characterised in that:
The prefabricated wellbore bottom of the simulation rock mass is equipped with photographic device, the prefabricated lower wellbore of the simulation rock mass be equipped with graduated cylinder and
Electronic balance.
8. the simulation examination of borehole wall bearer properties under a kind of hydraulic coupling action of simulation test device according to claim 7
Proved recipe method, it is characterised in that: the following steps are included:
1) it determines testing program: according to likelihood ratio relationship, determining the vertical stress and horizontal stress being applied on simulation rock mass
The water pressure of xial feed, the boundary that intakes that size, concrete walling are born；
2) prefabricated simulation rock mass；
3) apply seepage field: in the multi-functional object of large scale true triaxial being made of model reaction frame, reaction frame lid and loading device
Apply an initial level stress and vertical stress respectively along horizontal and vertical direction in reason simulation system, is controlled by seepage field
Seepage field initial water pressure is arranged in boundary of aquifer in system, monitors Water hydraulic static pressure loading difference portion in the process by data collection system
Hydraulic pressure, stress and the Evolution of displacement of position, the distribution of water pressure of monitoring country rock, curtain-grouting body and the concrete walling back side
With the hydraulic slope regularity of distribution；
4) measurement of ultimate bearing capacity: after seepage field is stablized, using the axially loaded axis of the borehole wall to coagulation at the top of simulation rock mass
After the native borehole wall applies xial feed to design value, keep its constant, further along horizontal and vertical side in physical simulation system
To horizontal stress and vertical stress is gradually applied in proportion, until concrete walling loses carrying under the effect of circumferential pressure from surrounding rock
Ability；Monitor concrete walling surfaces externally and internally strain-stress relation in load loading procedure, the change of concrete walling back side hydraulic pressure
In law, concrete walling surface cracks propagation law and concrete walling periphery seepage discharge and curtain-grouting body and country rock
Hydraulic pressure and stress variation, obtain hydraulic coupling action under concrete walling ultimate bearing capacity；
5) measurement of ultimate bearing capacity Evolution: change seepage field initial water pressure, obtain concrete well under different hydraulic conditions
The ultimate bearing capacity of wall inquires into the evolution properties of the ultimate bearing capacity of concrete walling under hydraulic coupling action.
9. the simulation experiment method of borehole wall bearer properties under hydraulic coupling action according to claim 8, it is characterised in that:
On the basis of obtaining concrete walling ultimate bearing capacity evolution properties, further carry out the test of concrete walling rheological fracture,
The timeliness attenuation characteristic of concrete walling ultimate bearing capacity is studied, steps are as follows:
A) method for using hierarchical loading chooses 5 ~ 6 classification stress in the section of 50% ~ 85% ultimate bearing capacity respectively
Level applies horizontal stress and vertical stress, when the surrouding rock stress for reaching setting step by step from low to high in physical simulation system
After level, the pressure from surrounding rock and xial feed for keeping concrete walling to bear are constant and seepage field initial water pressure is constant, carry out mixed
Solidifying soil borehole wall rheological fracture experimental study, sets every grade of load time as 120 h；
B) concrete walling surfaces externally and internally strain-stress relation in concrete walling Rheologic, the concrete walling back side are monitored
Variation in water pressure rule, concrete walling surface cracks propagation law and concrete walling periphery seepage discharge and curtain-grouting body and
Hydraulic pressure and stress variation in country rock；
C) further, keep concrete walling axle power, horizontal and vertical stress constant, change seepage field initial water pressure, research
The contribution that aquifer water pressure size ruptures concrete walling Rheological Deformation and concrete walling；
D) analog simulation of the rheological test and concrete walling rheological fracture of concrete walling under Seepage-stress coupling is combined to test knot
Fruit captures the timeliness attenuation characteristic of the ultimate bearing capacity of the different Seepage-stress coupling Under Concrete boreholes wall.
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