CN105651589A - Simulation testing method for testing stress state and response of deep rock mass - Google Patents
Simulation testing method for testing stress state and response of deep rock mass Download PDFInfo
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- CN105651589A CN105651589A CN201610015784.4A CN201610015784A CN105651589A CN 105651589 A CN105651589 A CN 105651589A CN 201610015784 A CN201610015784 A CN 201610015784A CN 105651589 A CN105651589 A CN 105651589A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- 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
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/30—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight
- G01N3/307—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight generated by a compressed or tensile-stressed spring; generated by pneumatic or hydraulic means
Abstract
The invention relates to a simulation testing method for testing stress state and response of deep rock mass based on similarity theory. The method comprises the steps of: (1) initially calculating the stress and the explosion disturbance of the deep rock mass; (2) determining a similar scale C; (3) calculating analog quantities relative to a test piece based on the similar scale C; (4) applying a simulated static formation stress to the test piece; (5) carrying out excavation unloading disturbance testing to the test piece; and (6) carrying out explosion disturbance testing to the test piece. The simulation testing method has the beneficial effects that: the scientific phenomenon of the deep rock mass can be simulated and researched in a laboratory room, the similarity theory is used as theoretical basis, the scientific basis is strong, the method can simulate by steps through 'one high and twice disturbance' and is in accordance with the actual conditions, the whole simulation study process is clear and the operation is convenient.
Description
Technical field
The method that the present invention relates to the simulation of deep rock mass feature scientific phenomena, particularly relates to the analog detection method to deep rock mass stress state and response.
Background technology
Deep underground engineering relates to the fields such as mine, traffic, water conservancy and hydropower, the deep geologic disposal of nuke rubbish, national strategy energy reserves and national strategy protection works, concerning national security and national economy. the underground engineering construction deep more than 1000 meters and suffer explosion seism disturbance, form " high two the disturbances " (high-ground stress under high-ground stress effect, excavation off-load disturbance, explosion seism disturbance) feature, what occur is quiet, dynamic feature scientific phenomena, as subregion breaks, rock burst, ultra-low friction and pendulum shape ripple etc., existing rock mechanics theory cannot satisfactorily be explained, thereby result in deep underground engineering addressing and lack scientific basis with layout, deep rock mass engineering project rock burst, the hazard prediction that subregion breaks and large deformation brings and preventing and treating difficulty, become domestic and international experts and scholars and fall over each other focus and the difficult point of research. deep " high two disturbances " feature scientific phenomena is the important scientific problems urgently broken through.
The feature scientific phenomena that deep rock mass " high two disturbances " feature is formed is the nonlinear mechanics challenge of height, deep rock mass structural feature has discontinuous, non-homogeneous, block series structure and containing energy feature, it is complicated containing can geologic body, deformation-failure character has and adds unloading coupling, sound deformation superposition, change in time and space is relevant, collapse state is violent feature, is complicated Problems of Nonlinear Mechanics. In existing research method: theoretical research is difficult to accurate analysis, numerical analysis is affected big by this structure sign etc., and on-the-spot test test is long by the construction infection cycle, lacks effective research means for deep rock mass at present.
Summary of the invention
It is an object of the invention to provide a kind of analog detection method to deep rock mass stress state and response that can realize high-ground stress, excavation disturbance and blast disturbance simulation.
For achieving the above object, the described method of the present invention comprises the steps:
1) initial calculation of deep rock mass stress and blast disturbance
The equivalent of the buried depth h, digging diameter d, a rate of advance V and the disturbance that sets off an explosion that set according to deep rock mass engineering project as the underground explosion of Q, carries out deep rock mass stress P statically and is equivalent to the peak stress P of triangular pulse load of blast loadfCalculating,
Wherein: stress P=gh ��, g are acceleration of gravity statically, �� is rock density.
Peak stress pf=�� c ��m, c is medium longitudinal wave velocity, ��mFor blast particle peak velocity,A, n are fitting coefficient,For scaled distance, andR be the quick-fried heart from, when blast disturbance occurs when inelastic deformation, and described triangular pulse load rising time is tr, triangular pulse load pulse period bet +Time, there is following relation: tr/Q1/3=(5��15) ms/kt1/3��t+/Q1/3=(20��40) ms/kt1/3, in formula: ms is millisecond, kt is explosion equivalent;
2) similar scale C is determined;
3) each analog quantity relative to test specimen is calculated by similar scale C
Described analog quantity includes: the diameter d in Excavation simulation tunnel on described test specimens, a rate of advance Vs, test specimen simulation stress P staticallysi, test specimen simulation triangular pulse load peaks stress PsfWith corresponding to peak stress PsfSimulation rising time tsr, simulation triangular pulse load pulse period ts+, and:
4) apply to simulate initial compressive stress to described test specimen
Hydraulic pressure adjustment in flexible capsule is passed through in all sides of described test specimen, imposes static load pressure Pj, Pj=nPsi, (n=3��5), the load time continues 1��2 week;
5) described test specimen is carried out the disturbance test of excavation off-load
To imposing static load PjTest specimen be simulated tunnel diameter be ds, a rate of advance be VsThe excavation simulation of simulation tunnel, after simulation tunnel has excavated, the stress of detection tunnel wall, strain and change in displacement
6) described test specimen is carried out the disturbance test of blast impulse
It is t by described test specimen being applied simulation rising timesr, the analog pulse cycle be ts+Triangular pulse load, with simulated explosion shock loading, to detect the stress of tunnel wall, strain and change in displacement after triangular pulse load applies.
The design further of the described analog detection method to deep rock mass stress state and response is in that, described test specimen is made up of analog material, and is shaped as cuboid.
The design further of the described analog detection method to deep rock mass stress state and response is in that, described test test specimen is embedded in corresponding mould in advance by the tunnel entity test specimen made in advance, then carries out casting and cured formation with analog material.
The design further of the described analog detection method to deep rock mass stress state and response is in that, described tunnel entity test specimen is formed by some tunnels thin slice identical with tunneling cross section is bonded to each other, each tunnel thin slice simulation material water cast from correspondence mould and through after solidify to form, in corresponding mould, at least mutual two iron wires intersected are imbedded during casting, and make at least one end of these two iron wires stretch out respectively outside mould, cause each tunnel thin slice to have at least two iron wires exposed.
The design further of the described analog detection method to deep rock mass stress state and response is in that, the iron wire that two in described tunnel thin slice are intersected, substantially in cross, and cross point is generally within the center of tunnel thin slice.
The further design of the described analog detection method to deep rock mass stress state and response is in that, described excavation simulation is to be V by speedsEcto-entad pulls successively and exposes iron wire on tunnel thin slice, makes corresponding tunnel thin slice ecto-entad crush gradually, ultimately forms tunneling.
The design further of the described analog detection method to deep rock mass stress state and response is in that, described test specimen applies simulate initial compressive stress and is realized by stress loading device; Described stress loading device includes carrier, flexible capsule, blast load simulative generator and hydraulic tube;Described carrier has the cavity of cuboid shape, the rock test piece of cuboid shape is fixed in this cavity, described flexible capsule is placed between every one side of described rock test piece and the cavity cavity wall relative with this side, each flexible capsule is provided with at least one inlet being connected with hydraulic tube, highly pressurised liquid enters in flexible capsule by hydraulic tube, rock test piece is loaded, makes rock test piece produce static stress.
The design further of the described analog detection method to deep rock mass stress state and response is in that, test specimen is imposed triangular pulse load by blast load simulation generator and realizes by the disturbance test of described blast impulse, described blast load simulation generator includes loading unit and unloading unit, described loading unit includes the oil cylinder being provided with oil-in and unloading port, the piston being slidably arranged in this oil cylinder, and the piston end of described oil cylinder connects with the connecting hole on described top board or side plate, described unloading unit includes the first cylinder barrel, second cylinder barrel, regulating piston, unloading piston, regulate spring, positioning sleeve, alignment pin and location spring, described first, the inner chamber of the second cylinder barrel is separated by the first annulus limit and the second annulus limit respectively, and it is divided into be interconnected first respectively, second chamber and be interconnected the 3rd, 4th chamber, and second the cavity wall in chamber be provided with and unload oilhole, the cavity wall in the 4th chamber is provided with pin hole, described first cylinder barrel one end is connected in the unloading port of described oil cylinder, the other end and the second cylinder barrel connect, the second chamber and the 3rd chamber is made to be superimposed, form the unloading plunger shaft of Guan Bi, unloading piston is slideably positioned in this unloading plunger shaft, regulate spring and be set on the piston rod of unloading piston, unloading piston is made to press to the first annulus limit, the piston rod of unloading piston stretches in the 4th chamber through the second annulus limit, positioning sleeve is placed in the 4th chamber and is connected on the piston rod of the unloading piston stretched in the 4th chamber, positioning sleeve excircle side is provided with several axially distributed hole, location, alignment pin is placed in pin hole, location spring is set on alignment pin, suppress this alignment pin one end to stretch out outside hole tight against on positioning sleeve excircle side, when unloading piston driving positioning sleeve and move axially and making hole, location move to alignment pin position, alignment pin embeds in this hole, location, and make unloading piston axially position, described regulating piston is slidably arranged in the first chamber, the piston rod of regulating piston is connected through the first annulus limit with unloading piston.
The design further of the described analog detection method to deep rock mass stress state and response is in that, excavation off-load disturbance test is to simulate the excavation operation of simulation tunnel in rock test piece by first, second handle hole, the vertical cavity wall of the one of described cavity is provided with the first handle hole, to should side chamber wall flexible capsule correspondence position on be provided with through the second handle hole of capsule thickness direction.
It is an advantage of the invention that and achieve experiment lab simulation research deep rock mass feature scientific phenomena, with the theory of similarity for theoretical basis, scientific basis is strong, and " high two disturbances " simulate step by step, meets reality, and whole simulation study process clear thinking is easy to operate.
Accompanying drawing explanation
Fig. 1 is the schematic flow sheet to deep rock mass stress state and the analog detection method of response of the present invention.
Fig. 2 is the time dependent schematic diagram of triangular pulse load.
Fig. 3 is the structural representation of charger of the present invention.
Fig. 4 is the sectional view along base length direction of the charger shown in figure.
Fig. 5 is the structural representation of blast load simulative generator.
Fig. 6 is the structural representation of loading unit in blast load simulative generator.
Fig. 7 is the structural representation of unloading unit in blast load simulative generator.
Fig. 8 is deep rock mass test specimen sectional view.
Fig. 9 is the structural representation of tunnel thin slice.
Figure 10 is the structural representation of the tunnel test specimen that tunnel sheet combination becomes as shown in Figure 9.
Wherein, carrier 1, pedestal 11, bearing frame 12, side plate 13, first handle hole 134, top board 14, outer panel 141, connecting hole 1411, interior plate 142, reservoir 1421, through hole 1422, power transmission thin plate 143, side plate 15, flexible capsule 2, second handle hole 20, blast load simulative generator 3, loading unit 31, oil cylinder 311, air inlet 3111, unload QI KOU 3112, piston 312, nut 313, unloading unit 32, cylinder barrel 321, first cylinder barrel 321a, second cylinder barrel 321b, regulating piston chamber 3211, unloading plunger shaft 3212, first unloading plunger shaft 3212a, second unloading plunger shaft 3212b, unloading port 32121, location mantle cavity 3213, pin hole 32131, intercommunicating pore 3219, regulating piston 322, unloading piston 323, regulate spring 324, positioning sleeve 325, alignment pin 326, location spring 327, hydraulic tube 4, rock test piece 5, drilling tool 6, tunnel entity test specimen 7, tunnel thin slice 71, iron wire 8.
Detailed description of the invention
The analog detection method of the present invention is the excavation parameter arranged for a certain deep rock mass engineering project and is dependent on the theory of similarity and makes, its step can referring to Fig. 1, specific as follows:
1. the initial calculation of deep rock mass stress and blast disturbance
This initial calculation is the calculating carried out according to some parameters of deep rock mass engineering project Preliminary design. As: the buried depth of a deep underground tunnel project is underground 2000m, and tunnel diameter is �� 20m, digging footage 5m/d-50m/d, it is assumed that its suffer explosion equivalent be 100ktTNT closely descend blast disturbance. The calculating of following stress and peak stress statically is carried out according to these above-mentioned design parameters.
A. stress P initial calculation statically
The stress statically of test specimen can be modeled as vertical direction principal stress P1, be parallel to excavation direction horizontal direction principal stress P2With the horizontal direction principal stress P being perpendicular to excavation direction3��
The stress statically in each direction can be calculated by formula (1)
Pi=gh ��
(1)
Wherein, i=1,2,3, represent the horizontal direction that vertical direction is vertical with excavation direction with the parallel horizontal direction in excavation direction respectively; G is acceleration of gravity, and h is engineering buried depth, and �� is rock density.
Then the stress statically of this deep subterranean tunnel is about P=52MPa.
B. blast disturbance initial calculation
The effect of deep rock mass can be equivalent to triangular pulse load as shown in Figure 2 by blast load, the peak stress P of this impulse loadf, form peak stress PfRising time be tr, the pulse period is t+. The region of this excavation is granite region, therefore sets blast and occurs in inelastic deformation. And when blast occurs when inelastic deformation, the rising time t of triangular pulse loadrWith pulse period t+It is that Q exists following relation with the ground burst equivalent of the disturbance that sets off an explosion:
tr/Q1/3�� (5��15) ms/kt1/3
(2)
t+/Q1/3=(20��40) ms/kt1/3(3)
Explode the speed �� of particle simultaneouslym,
Wherein A is fitting coefficient, for granite, and A=0.19,For scaled distance,
Wherein r be the quick-fried heart from
Then peak stress pf=�� c ��m(6)
Wherein c is the medium velocity of sound, and velocity of sound c=5000m/s, �� for granite are rock density
Can obtain according to formula (2) and (3): tr�� (23��70) ms/kt1/3, t+�� (93��186) ms/kt1/3;Take for simple and Convenient Calculation: tr�� 50ms, t+�� 150ms; Work as Q=100kt, then Q3/1=4.64, for r=2000m the quick-fried heart from, can obtain according to formula (4) and (5):��m��0.19/0.451.6=0.68m/s, can be obtained peak stress P by (6) formulaF=8.8MPa,
What thus can obtain that underground engineering bears is the triangular pulse load of rising time 50ms, PRT 150ms, peak stress 8.8MPa.
2. choose similar scale
Similar scale is chosen according to the test of design, is typically based on the simulation yardstick of prototype and imitation specimen size that laboratory can carry is determined, it does not have fixing standard. In the present embodiment, it is necessary to simulation underground excavation, the maximum digging diameter 20m in treating excess syndrome border, then in laboratory, excavation moulded dimension 200mm is proper, and therefore taking similar scale is C=1:100.
3. calculated each analog quantity relative to test specimen by similar scale C
Can to the excavation simulation speed V=0.5��5m/d of test specimen by similar scale C=1:100; The simulation that test specimen is applied stress statically is about 52MPa/C=0.52MPa, it is contemplated that the tertiary creep that model test crustal stress loads, and the static load that test needs is set to 3 times of real load, namely simulates that stress is the highest statically is taken as 1.5MPa. The simulation delta load peak value that test specimen is applied is 8.8MPa/C=0.088MPa, and rising time is 50ms/C=5ms, and the malleation time is 150ms/C=15ms.
Test specimen is fabricated to the rectangle bodily form, makes of analog material is had been disclosed, for instance publication number is the analog material making of 201410591283.1. For the ease of excavation simulation, test test specimen is embedded in the corresponding mould of test test specimen in advance by the tunnel entity test specimen 7 made in advance, then carries out casting and cured formation with analog material, such as Fig. 8. And tunnel entity test specimen is formed by some tunnels thin slice 71 identical with tunneling cross section is bonded to each other, each tunnel thin slice simulation material water cast from correspondence mould and through after solidify to form, in corresponding mould, the iron wire 8 of at least mutual two decussations is imbedded during casting, and cross point is generally within the center of tunnel thin slice 71, at least one end of these two iron wires 8 is stretched out outside mould respectively simultaneously, cause each tunnel thin slice to have at least two iron wires exposed 8, as Fig. 9,10.
4. apply stress statically
The above-mentioned test specimen made is positioned on charger as shown in Figure 3, and loading is by being opposite in the flexible capsule on six faces of rectangle bodily form test specimen and increasing oil pressure realization. Before loading, each capsule forvacuum, when the initial stage loads, the slow oiling of hydraulic system, expand until capsule and after test specimen is fully contacted, be stepped up pressure to preset pressure. Due to internal friction effect, the crustal stress load time generally need to continue 1��2 week, uses pressure transducer to measure test specimen internal stress, when internal stress reaches preset level, keeps pressure boundary, capsule place constant.
5. apply excavation off-load disturbance
After in test specimen, crustal stress reaches predicted level, excavation simulation operation, for the ease of simulating the tunnel excavation state of deep rock mass, one vertical cavity wall of the cavity in forming above-mentioned carrier 1 is provided with the first handle hole 134, to should side chamber wall flexible capsule 2 correspondence position on be provided with through second handle hole 20 in the thick 2 degree of directions of capsule, so underground boring tool of simulation, such as drilling tool 6 can pass through the first handle hole 134, rock test piece 5 is simulated the excavation in tunnel by the second handle hole 20, excavation operating speed 5-10mm/h makes the stress state of rock mass examination 5 generation macroscopic destruction, with excavation simulation unloading disturbance.
One of excavation is preferred embodiment, by the excavation operating speed 5-10mm/h set, it is provided with the first handle hole 134 by one of the cavity in above-mentioned carrier 1 vertical cavity wall and the second handle hole 20 is operated, pull successively to be formed to dig from outside to inside and some tunnels thin slice of test specimen 2 exposes iron wire 3, tunnel thin slice ecto-entad crushes gradually, forms tunneling. This is because tunnel entity test specimen 2 and deep rock mass test specimen 1 successively solidify, both hardening times differ, make sticking strength between tunnel entity test specimen 2 and the rock test piece 1 being embedded in rock test piece 1 in advance relatively low, there is certain border, in addition simulation material is generally low intensive fragile material, and structure of laminating, when pulling the iron wire 3 buried underground in tunnel thin slice 21, the structure of its fragility is easily broken, the present invention utilizes the feature that above-mentioned material, structure and technique are formed, the simulation that conveniently saves trouble engineering excavation process. After forming simulation tunnel, in tunnel, lay the detection equipment such as corresponding sensor, the stress of detection tunnel wall, strain and change in displacement.
6. apply explosion seism disturbance
Above-mentioned steps uses blast load simulation generator in test specimen simulated explosion load applied above after completing, and load enters test specimen, on the tunnel that effect is excavated in step 4, with the simulated explosion Ground shock waves disturbance impact on deep fortification.
Concrete a kind of charger simulating deep rock mass stress, such as Fig. 3, this charger is mainly made up of carrier 1, flexible capsule 2, blast load simulative generator 3 and hydraulic tube 4. carrier 1 has the cavity of the rock test piece 5 for holding cuboid shape, rock test piece 5 is placed in cavity, flexible capsule 2 is placed between every one side and the cavity cavity wall relative with this side of this rock test piece 5, each flexible capsule 2 is provided with at least one conduit 21, the hydraulic oil introduced from Hydraulic Station enters in flexible capsule by conduit 21, hydraulic oil is loaded on six sides of rock test piece 5 by flexible capsule, rock test piece is made to produce the stress state of the high-ground stress simulated, referring to Fig. 4. blast load simulative generator 3 is arranged on the outside (may also be arranged on the outside of side cavity wall) of the end face cavity wall of the cavity forming above-mentioned carrier 1, this generator will produce triangle hydraulic impulse load, this hydraulic impulse load is by cavity wall conduction to also flexible capsule 2, through flexible capsule 2 load in rock test piece 5, in order to simulated explosion disturbance, make to produce in rock test piece 5 stress state of blast ground disturbance, equipment is detected by the respective sensor etc. laid in tunnel, stress to tunnel wall, strain and change in displacement detect, thus obtaining the stress state of blast ground disturbance.
Blast load simulative generator 3 is main to be made up of loading single 31 and unloading unit 32, referring to Fig. 5. Such as Fig. 6, loading unit 31 includes nut 313, piston 312 and is provided with air inlet and unloads the oil cylinder 311 of QI KOU, piston 312 is slidably arranged in oil cylinder 311, and the piston rod of this piston stretches out the described nut 313 that spins outside described oil cylinder, nut 313 is rotatably connected in the position of piston rod and the movement travel direct correlation of piston 312, and the stroke of piston is limited in the spacing between nut and oil cylinder. Two circumferential positions corresponding to oil cylinder 311 piston rod one end are respectively equipped with radially distributed a pair air inlet 3111 and unload QI KOU 3112 for a pair, and the piston end of oil cylinder 311 connects with the connecting hole 1411 on outer panel 141.
Such as Fig. 7, unloading unit 32 includes cylinder barrel 321, regulating piston 322, unloading piston 323, regulates spring 324, positioning sleeve 325, alignment pin 326 and location spring 327. cylinder barrel 321 is sequentially provided with the regulating piston chamber 3211 being interconnected vertically, unloading plunger shaft 3212 and location mantle cavity 3213, and the circumferential cavity wall of unloading plunger shaft 3212 and location mantle cavity 3213 is respectively equipped with unloading port 32121 and pin hole 32131, what the opening in regulating piston chamber 3211 was connected to oil cylinder 311 unloads in QI KOU 3112, regulating piston 323, unloading piston 324 and positioning sleeve are respectively placed in regulating piston chamber, in unloading plunger shaft and location mantle cavity, and the piston rod of regulating piston 322 extend into unloading plunger shaft 3212 and is connected with unloading piston 323, regulate spring 324 and be set on the piston rod of unloading piston 323, its one end is conflicted on unloading piston 323, the other end is conflicted in the cavity wall of unloading plunger shaft 3212, unloading piston 323 is pressed to the intercommunicating pore 3219 between regulating piston chamber and unloading plunger shaft, the piston rod of unloading piston extend in the mantle cavity of location, positioning sleeve 325 is connected on the piston rod of the unloading piston 323 stretched in this chamber, location spring 327 and alignment pin 326 are placed in pin hole 32131, pin hole 32131 is provided with female thread corresponding to lateral ends, one screw is screwed in the outboard end of pin hole 32131, and end pressure touch location spring one end, the other end of location spring 327 pushes alignment pin, alignment pin one side pressure is made to touch on positioning sleeve excircle side, when unloading piston driving positioning sleeve and move axially and making hole, location move to alignment pin position, alignment pin embeds in this hole, location, and make unloading piston axially position.
Above-mentioned blast load simulative generator 3 is connected with air compression station (not shown) by the air inlet 3111 on oil cylinder 311, air compression station provides high pressure gas in moment to blast load simulative generator 3, this high pressure gas is entered in oil cylinder 311 by pipeline by air inlet 3111, piston 312 is impacted sharp downward movement by high pressure draught, to move required time for tRiseLAP, around here the liquid in oil cylinder 311 and the liquid storage cylinder 1421 that connects with this oil cylinder is formed ever-increasing pressure, until peak value Pf, and the incompressible characteristic of liquid, suffered pressure is reacted on piston 312, piston 312 is made to move upward, and make the air of upper piston area be compressed, air pressure strengthens, when pressure is applied to the pressure on unloading piston 323 more than adjustment spring 324, unloading piston 323 moves right, no longer pressure is touched on intercommunicating pore 3219, intercommunicating pore 3219 is opened, gases at high pressure release from intercommunicating pore 3219, and with the positioning sleeve that unloading piston 323 moves to the right simultaneously, it positions hole when moving to alignment pin position, alignment pin embeds in this hole, location 328, unloading piston is made to be axially located, intercommunicating pore 3219 remains on, gases at high pressure will all release from this intercommunicating pore, the active force of gas is at tDropBeing weakened to zero by peak value Pf in time period, so far one surge pressure of formation is the dynamic triangle hydraulic impulse load of Pf, refers to Fig. 6, in order to simulated explosion Ground shock waves disturbance. This hydraulic impulse load acts on power transmission thin plate 143 by forming the uniform through hole 1422 of reservoir bottom land of liquid storage cylinder, and the shock wave of this hydraulic impulse load is delivered on test specimen 5 by power transmission thin plate 143 through flexible capsule 2.
Such as Fig. 2, the triangle hydraulic impulse load formed by blast load simulative generator 3, its surge pressure Pf can regulate, adjustment is to be realized by the movement travel of regulating piston 312, and the adjustment of the trip is realized by the adjusting nut 313 position on the piston rod of piston 312. Nut 313 diverse location on the piston rod, forms the spacing different from oil cylinder casing wall, thus limiting the different motion stroke of piston 312, therefore the adjustment of surge pressure Pf is very easily by the blast load simulative generator in the present invention.
Claims (9)
1. the analog detection method of pair deep rock mass stress state and response, it is characterised in that comprise the steps:
1) initial calculation of deep rock mass stress and blast disturbance
The equivalent of the buried depth h, digging diameter d, a rate of advance V and the disturbance that sets off an explosion that set according to deep rock mass engineering project as the underground explosion of Q, carries out deep rock mass stress P statically and is equivalent to the peak stress P of triangular pulse load of blast loadfCalculating,
Wherein: stress P=gh ��, g are acceleration of gravity statically, �� is rock density.
Peak stress pf=�� c ��m, c is medium longitudinal wave velocity, ��mFor blast particle peak velocity,A, n are fitting coefficient,For scaled distance, andR be the quick-fried heart from, when blast disturbance occurs when inelastic deformation, and described triangular pulse load rising time is tr, triangular pulse load pulse period be t+Time, there is following relation: tr/Q1/3=(5��15) ms/kt1/3��t+/Q1/3=(20��40) ms/kt1/3, in formula: ms is millisecond, kt is explosion equivalent;
2) similar scale C is determined;
3) each analog quantity relative to test specimen is calculated by similar scale C
Described analog quantity includes: the diameter d in Excavation simulation tunnel on described test specimens, a rate of advance Vs, test specimen simulation stress P staticallysi, test specimen simulation triangular pulse load peaks stress PsfWith corresponding to peak stress PsfSimulation rising time tsr, simulation triangular pulse load pulse period ts+, and:
ds=d/C, Ps=P/C, Psf=Pf/C,
4) apply to simulate initial compressive stress to described test specimen
Hydraulic pressure adjustment in flexible capsule is passed through in all sides of described test specimen, imposes static load pressure Pj, Pj=nPsi, (n=3��5), the load time continues 1��2 week;
5) described test specimen is carried out the disturbance test of excavation off-load
To imposing static load PjTest specimen be simulated tunnel diameter be ds, a rate of advance be VsThe excavation simulation of simulation tunnel, after simulation tunnel has excavated, the stress of detection tunnel wall, strain and change in displacement
6) described test specimen is carried out the disturbance test of blast impulse
It is t by described test specimen being applied simulation rising timesr, the analog pulse cycle be ts+Triangular pulse load, with simulated explosion shock loading, to detect the stress of tunnel wall, strain and change in displacement after triangular pulse load applies.
2. the analog detection method to deep rock mass stress state and response according to claim 1, it is characterised in that described test specimen is made up of analog material, and is shaped as cuboid.
3. the analog detection method to deep rock mass stress state and response according to claim 2, it is characterized in that, described test test specimen is embedded in corresponding mould in advance by the tunnel entity test specimen made in advance, then carries out casting and cured formation with analog material.
4. the analog detection method to deep rock mass stress state and response according to claim 3, it is characterized in that, described tunnel entity test specimen is formed by some tunnels thin slice identical with tunneling cross section is bonded to each other, each tunnel thin slice simulation material water cast from correspondence mould and through after solidify to form, in corresponding mould, at least mutual two iron wires intersected are imbedded during casting, and make at least one end of these two iron wires stretch out respectively outside mould, cause each tunnel thin slice to have at least two iron wires exposed.
5. the analog detection method to deep rock mass stress state and response according to claim 2, it is characterised in that the iron wire that two in described tunnel thin slice are intersected, substantially in cross, and cross point is generally within the center of tunnel thin slice.
6. the analog detection method to deep rock mass stress state and response according to claim 4 or 5, it is characterised in that described excavation simulation is to be V by speedsEcto-entad pulls successively and exposes iron wire on tunnel thin slice, makes corresponding tunnel thin slice ecto-entad crush gradually, ultimately forms tunneling.
7. the analog detection method to deep rock mass stress state and response according to claim 4 or 5, it is characterised in that described test specimen is applied simulates initial compressive stress and is realized by stress loading device; Described stress loading device includes carrier, flexible capsule, blast load simulative generator and hydraulic tube; Described carrier has the cavity of cuboid shape, the rock test piece of cuboid shape is fixed in this cavity, described flexible capsule is placed between every one side of described rock test piece and the cavity cavity wall relative with this side, each flexible capsule is provided with at least one inlet being connected with hydraulic tube, highly pressurised liquid enters in flexible capsule by hydraulic tube, rock test piece is loaded, makes rock test piece produce static stress.
8. the analog detection method to deep rock mass stress state and response according to claim 7, it is characterised in that test specimen is imposed triangular pulse load by blast load simulation generator and realizes by the disturbance test of described blast impulse, described blast load simulation generator includes loading unit and unloading unit, described loading unit includes the oil cylinder being provided with oil-in and unloading port, the piston being slidably arranged in this oil cylinder, and the piston end of described oil cylinder connects with the connecting hole on described top board or side plate, described unloading unit includes the first cylinder barrel, second cylinder barrel, regulating piston, unloading piston, regulate spring, positioning sleeve, alignment pin and location spring, described first, the inner chamber of the second cylinder barrel is separated by the first annulus limit and the second annulus limit respectively, and it is divided into be interconnected first respectively, second chamber and be interconnected the 3rd, 4th chamber, and second the cavity wall in chamber be provided with and unload oilhole, the cavity wall in the 4th chamber is provided with pin hole, described first cylinder barrel one end is connected in the unloading port of described oil cylinder, the other end and the second cylinder barrel connect, the second chamber and the 3rd chamber is made to be superimposed, form the unloading plunger shaft of Guan Bi, unloading piston is slideably positioned in this unloading plunger shaft, regulate spring and be set on the piston rod of unloading piston, unloading piston is made to press to the first annulus limit, the piston rod of unloading piston stretches in the 4th chamber through the second annulus limit, positioning sleeve is placed in the 4th chamber and is connected on the piston rod of the unloading piston stretched in the 4th chamber, positioning sleeve excircle side is provided with several axially distributed hole, location, alignment pin is placed in pin hole, location spring is set on alignment pin, suppress this alignment pin one end to stretch out outside hole tight against on positioning sleeve excircle side, when unloading piston driving positioning sleeve and move axially and making hole, location move to alignment pin position, alignment pin embeds in this hole, location, and make unloading piston axially position, described regulating piston is slidably arranged in the first chamber, the piston rod of regulating piston is connected through the first annulus limit with unloading piston.
9. the analog detection method to deep rock mass stress state and response according to claim 7, it is characterized in that, excavation off-load disturbance test is to simulate the excavation operation of simulation tunnel in rock test piece by first, second handle hole, the vertical cavity wall of the one of described cavity is provided with the first handle hole, to should side chamber wall flexible capsule correspondence position on be provided with through the second handle hole of capsule thickness direction.
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