CN106546484B - Deep tunnel Dynamic Excavation Load Relief System and experimental method - Google Patents
Deep tunnel Dynamic Excavation Load Relief System and experimental method Download PDFInfo
- Publication number
- CN106546484B CN106546484B CN201610981846.7A CN201610981846A CN106546484B CN 106546484 B CN106546484 B CN 106546484B CN 201610981846 A CN201610981846 A CN 201610981846A CN 106546484 B CN106546484 B CN 106546484B
- Authority
- CN
- China
- Prior art keywords
- load
- built
- fitting
- connecting rod
- impact
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- 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
-
- 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
- G01N3/303—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight generated only by free-falling weight
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0001—Type of application of the stress
- G01N2203/0003—Steady
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0032—Generation of the force using mechanical means
- G01N2203/0039—Hammer or pendulum
Landscapes
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention discloses deep tunnel Dynamic Excavation unloading effect experimental system and experimental methods, belong to experiment the field of test technology, including dynamic impulsion Load Relief System, built-in fitting is treated by loading device, amplification loading system and actuating system realization and applies axial dynamic pulling force effect；Further include Deep ground stress loading system, is realized by weighted platform and Loading Control System and load is applied to model；Further include observation system, the measurement to built-in fitting a rate of advance and excavation unloading effect is realized by speed measuring device, stress and strain test macro.It may be implemented to carry out model single dynamic excavation unloader test, circulation Dynamic Excavation unloader test and composite test by above-mentioned deep tunnel Dynamic Excavation unloading effect experimental system.Structure is simple, load is stable, ingenious in design, test is accurate, at low cost, carries out excavation unloading effect test suitable for the built-in fitting to a variety of materials and shape, is particularly suitable for carrying out the test of Dynamic Excavation unloading effect to the model of concrete material.
Description
Technical field
The invention belongs to deep subterranean body Dynamic Excavation unloading effect the field of test technology, more particularly to one kind to be used for mould
The experimental method of the system of quasi- deep tunnel Dynamic Excavation off-load, principle and the system.
Background technique
With the fast development of traffic base construction and greatly developing for subterranean resource exploitation, underground passage is as a kind of master
The underground structure form wanted is used widely in water power, traffic, resource, energy field, and excavated section is big among these, attached deposits depth
Underground engineering be even more to be faced with high-ground stress Dynamic Excavation unloading.
It is well known that drill-blast tunnelling will lead to deep rock mass initial field stress dynamic off-load, the unloading stress wave of generation is strong
Strong disturbance retains the stress field of country rock body, so that the crack moment being closed under original high confining pressure opens, extends and penetrates through, finally leads
Country rock body cracking destruction is caused, local rock mass slides that significant dilatation deformation occurs along structural plane, and this rupture and deformation reach
When certain scale, it can also induce underground engineering wall rock and a series of geological disasters such as subregion rupture, rock burst, gushing water occur, seriously
Underground engineering quality and the operation safety of miner are endangered, for the mechanism for furtheing investigate deep tunnel Dynamic Excavation induced disaster, is needed
Explore mechanical characteristic and failure law of the rock mass by dynamic load off-load.These dynamic characteristics and failure law are usually to pass through
What the method for numerical simulation obtained, thus lack true experimental data support, and imitated for the off-load of deep tunnel Dynamic Excavation
The imitative experimental appliance and technique study answered are so far or blank out.
Excavating the relatively broad method of off-load experimental study at present, there are two main classes: one kind be using compression set (RMT and
MTS) carry out plus unload experiment to test specimen, these devices there is a problem of one it is common be exactly off-load rate be confined to it is quasi-static
Scope excavates the crustal stress unloding speed induced with practical tunnel blasting and is not obviously inconsistent；Another kind of is to utilize deep laneway surrounding rock
Failure mechanism and support technology simulation experiment system carry out Blasting Excavation experiment to model, in this case explosion wave and ground
Stress off-load wave is coupled, it is difficult to realize the only analog study to crustal stress unloading effect.
Summary of the invention
The present invention is provided according to deep rock mass attached the characteristics of depositing state for the defect of existing rock excavation experimental provision
A kind of experimental system being able to achieve deep tunnel Dynamic Excavation off-load, which, which can effectively meet, carries out excavation off-load to tunnel
The research of effect, and be more consistent with the off-load situation in Practical Project, have more researching value and reference significance.In addition, this
Invention additionally provides the principle and application method of a kind of above-mentioned deep tunnel Dynamic Excavation unloading effect experimental system.
To achieve the goals above, the invention is realized by the following technical scheme:
The deep tunnel Dynamic Excavation unloading effect experimental system that the present invention uses, including rack, testing stand are set in rack
There is impact loading system, the impact loading system can apply dynamic to the built-in fitting on testing stand and draw load, and described rushes
Hitting loading system includes loading device, fore-increasing mechanism, load transfer device, relief arrangement and speed measuring device, and the loading device is logical
It crosses fore-increasing mechanism, load transfer device and relief arrangement and realizes and impact load is applied to built-in fitting；
The loading device include on the transmission rod and can be free to slide along transmission rod impact weights, described rushes
It hits weight and hits pallet along transmission rod free-falling and can realize and amplification system is applied vertically to impact load；
The loading device, which is characterized in that when impact weights are statically placed on pallet, the load F that transmission rod is born is logical
Formula (1) is crossed to calculate:
F=Mg/ (tan6 °)2 (1)
In formula, M is the quality of weight.
The loading device, which is characterized in that when weight is that the weight of G is statically placed on pallet, the elongation of transmission rod
Are as follows:
In formula, E is transmission rod elasticity modulus；A is the cross-sectional area of transmission rod；L is its length.
The loading device, which is characterized in that quality be M weight fall from height H at shock pallet when, transmission rod
The impact load F of receivingd' are as follows:
The fore-increasing mechanism includes connecting rod one, connecting rod two, connecting rod three, one end difference of the connecting rod one and connecting rod three
It is connected on the left and right side column of rack, the connection is hinged for column, and the connecting rod one, connecting rod two, connecting rod three are successively
Connection, forms three-link structure, and the three-link structure can amplify impact load；
The three-link structure, which is characterized in that by controlling the length of euphroe, make the connecting rod one be in horizontal direction
6 ° of angles, connecting rod two are parallel to horizontal plane, and connecting rod three and vertical direction are in 6 ° of angles, to realize by connecting rod one, connecting rod two, connecting rod
The three-link structure of three compositions plays biggish amplification to impact load；
The three-link structure, which is characterized in that the impact load that transmission rod is born is after the amplification of three-link structure
Are as follows:
The load transfer device includes transmission rod, rope, angle pulley and euphroe, and the rope is set under connecting rod three
On the band screw rod at end, horizontal direction is switched to by vertical direction by angle pulley, the euphroe is set in horizontal lanyard
Between on position, impact load F can be applied to relief arrangement horizontal directiond；
The column of the rack is equipped with hole of reeving, and the hole of reeving can be such that rope extends there through；
The relief arrangement includes band silk unloader lever, band silk bottom plate or off-load cage, and the band silk unloader lever is set to pre-
Embedded part center or built-in fitting are set in off-load cage, and the unloader lever or off-load cage can be by horizontal direction impact load FdIt is applied to pre-
On embedded part；
The speed measuring device includes tachymeter and the bracket that tests the speed, and the tachymeter can measure the off-load speed of built-in fitting
Spend V；
The tachymeter, which is characterized in that the unloading time t of built-in fitting is calculated by the following formula:
T=mV/Fd (5)
Wherein, built-in fitting quality is m, unloading rate V.
The built-in fitting can in model it is axially disposed several, pass through be set to each built-in fitting in unloader lever
It realizes to built-in fitting and applies impact load；
The constant pressure loading system includes constant pressure loading device and servo-control system, the constant pressure loading device packet
Jack, sensor and load plate are included, the jack is set on testing stand, and the load plate is set at the top of jack.
The servo-control system includes being set to servo fuel tank and oil circuit, and the servo fuel tank is by oil circuit to very heavy
Top, which conveys, stablizes oil pressure.
Deep tunnel Dynamic Excavation unloading effect experimental method of the invention, passes through above-mentioned deep tunnel Dynamic Excavation off-load
Effect experiment system may be implemented to carry out deep tunnel excavation unloading effect experiment, the experiment of circulation excavation unloading effect and its group
Close experiment.
As seen from the above technical solution provided by the invention, deep tunnel Dynamic Excavation off-load effect of the present invention
Experimental system and its experimental method are answered, due to including impact loading system, by loading device, fore-increasing mechanism, load transfer device, is unloaded
Lotus device and speed measuring device can realize to built-in fitting apply dynamic loads, can the unloading rate V to built-in fitting be measured, tie
Structure is simple, load is stablized, dynamic power transmission is than big；
Again due to further including constant pressure loading system, constant confining pressure can be applied to model and built-in fitting and initially be answered with simulating
Power；
Again due to including loading device and calculation formula (1), (2) and (3), by adjusting the mass M and height H of weight,
It is convenient to change impact load Fd' size, effectively meet research to the excavation unloading effect under different rates, experiment is former
Reason is concise, and experiment, which is copied, to be facilitated.
Again due to further including fore-increasing mechanism, speed measuring device and its working principle, calculation formula (4) and (5) difference can be passed through
Speed V and unloading time t that model excavates off-load are obtained, ingenious in design, test is accurate；
It, can be by the way that single or multiple built-in fittings be arranged in model, realize single or follow again due to further including relief arrangement
Ring excavates off-load, has very big researching value and reference significance.
The excavation unloading effect of deep tunnel can be realized by above-mentioned deep tunnel Dynamic Excavation unloading effect experimental system
Experiment, circulation excavation unloading effect experiment and combinations thereof experiment, are moved suitable for the Roadway model to a variety of materials and shape
The experiment of state excavation unloading effect is particularly suitable for carrying out the test of Dynamic Excavation unloading effect to the model of concrete material.
Detailed description of the invention
Fig. 1 is deep tunnel Dynamic Excavation unloading effect experimental system schematic diagram of the present invention；
Fig. 2 is fore-increasing mechanism schematic diagram；
Fig. 3 is the frame of the invention A-A sectional view；
Fig. 4 is the front view of ears hanging basket of the present invention；
Fig. 5 is the side view of ears hanging basket of the present invention；
Fig. 6 is the front view of angle pulley of the present invention；
The top view of Fig. 7 angle pulley of the present invention；
Fig. 8 is cord holder schematic diagram of the present invention；
Fig. 9 is built-in fitting schematic diagram of the present invention；
Figure 10 is for present invention built-in fitting of different shapes and with silk open floor schematic diagram；
Figure 11 is that constant pressure of the present invention loads side schematic view；
Figure 12 is that constant pressure of the present invention loads front schematic view；
Figure 13 is servo fuel tank of the present invention and oil circuit.
In figure: 1, rack, 2, support frame, 3, pedestal, 4, connecting rod one, 5, connecting rod two, 6, connecting rod three, 7, lifting lug, 8, reinforcement
Lifting lug, 9, bolt one, 10, bolt two, 11, bolt three, 12, bolt four, 13, hole one of reeving, 14, ears hanging basket, 15, band silk biography
Power bar, 16, aperture weight, 17, band silk pallet, 18, Thrust nut one, 19, Thrust nut two, 20, rope card one, 21, rope one,
22, angle pulley, 23, angle pulley pedestal, 24, fixing bolt one, 25, slideway, 26, hole two of reeving, 27, rope card two, 28, tight
Line device, 29, rope card three, 30, rope two, 31, rope card four, 32, test the speed bracket, 33, bracket base, 34, tachymeter, 35, band silk
Unloader lever, 36, band silk aperture bottom plate, 37, built-in fitting, 38, Thrust nut three, 39, testing stand, 40, model, 41, testing stand bottom
Seat, 42, left side jack, 43, upside jack, 44, right side jack, 45, pressure sensor, 46, oil circuit outlet, 47, plus
Support plate, 48, strengthening stud one, 49, strengthening stud two, 50, bolt five, 51, wire guide, 52, servo control box, 53, oil circuit,
54, expansion bolt one, 55, expansion bolt two.
Specific embodiment
In order to make the objectives, technical solutions and advantages of the present invention clearer, below by accompanying drawings and embodiments, to this
Invention is further elaborated.However, it should be understood that the specific embodiments described herein are merely illustrative of the present invention,
The range being not intended to restrict the invention.
The preferable specific embodiment of deep tunnel Dynamic Excavation unloading effect experimental system of the invention as shown in Figure 1, Figure 2,
Shown in Fig. 3, Fig. 4, Fig. 5, Fig. 6, Fig. 7, Fig. 8, including rack 1, testing stand 39 and servo control box 52, rack 1 are equipped with impact
Loading system, the impact loading system include loading device, fore-increasing mechanism, load transfer device, relief arrangement and speed measuring device,
The fore-increasing mechanism is set in rack 1, and the loading device passes through fore-increasing mechanism, load transfer device and relief arrangement realization pair
Built-in fitting 37 applies impact load；
The main frame of impact loading system is specifically made of rack 1, support frame 2, pedestal 3, rack 1 is set on pedestal 3,
Pedestal 3 is fixed on the ground by expansion bolt 1, and support frame 2 is set on the right side uprights inside of rack 1, on support frame 2
The column of side is equipped with hole 2 26 of reeving.
In the impact loading system, loading device is made of band silk transmission rod 15, weight 16, band silk pallet 17.Band
Silk transmission rod 15 is fixed on ears hanging basket 14 by anti-return nut 1, and ears hanging basket 14 is fixed on connecting rod by bolt 2 10
1 and connecting rod 25 on, band silk pallet 17 is fixed on band silk transmission rod 15 by anti-return nut 2 19, by aperture weight when load
Hammer impacts band silk pallet 17 along band 15 free-falling of silk transmission rod, realizes and applies impact load F to band silk transmission rod 15d′。
Specifically according to the impact load size to be applied is wanted, by the weight 16 of certain mass along band silk transmission rod
Certain altitude H freely falling body is arrived in 15 promotions, and gravitional force is converted into impact kinetic energy in dropping process.The size of impact load according to
Formula (1), (2), (3), which calculate, to be obtained, and can also be set at 90 ° intervals foil gauge on weight 16, be stored oscillography by high-speed figure
The strain signal of device record obtains.
The fore-increasing mechanism includes connecting rod 1, connecting rod 25, connecting rod 36, can also expand power using pulley or gear.
The left end for connecting connecting rod 1 with bolt 1 specifically on the lifting lug 7 of 1 left side column of rack, in 1 crossbeam of rack
Right end reinforce lifting lug 8 on bolt 4 12 connect connecting rod 36 right end, with bolt 2 10 be separately connected connecting rod 1 right end,
The left end of connecting rod 25 and ears hanging basket 14, the left end of connecting rod 25 right end and connecting rod 36 is separately connected with bolt 11.Before expanding power,
By adjusting cord holder 28, make connecting rod 1 and horizontal direction in 6 ° of angles, connecting rod 36 and vertical direction are in 6 ° of angles, connecting rod two
5 keep horizontal.Pass through fore-increasing mechanism, impact load Fd' it is enlarged into Fd。
The right end of the connecting rod 25 passes through special processing camber, and lower section is equipped with and reeves hole 1 in order to rope one
It passes through, the bolt hole vertical colli piear that the hole 1 of reeving is connect with connecting rod 25, connecting rod 36, can guarantee that transmitting load does not occur
Bias, hole 13 of reeving can also use band screw.
The load transfer device includes rope 1, angle pulley 22, cord holder 28, rope 2 30.
Specifically rope 1 is reeved hole 1, is lockked one 21 upper end of rope with rope card 1, rope 1
Lower end is wound on angle pulley 22, across hole 2 26 of reeving, is fixed it with 28 left end of cord holder with rope card 2 27, then blocked with rope
3 29 fix 28 right end of cord holder and 2 30 left end of rope, finally with rope card 4 31 by the right end of rope 2 30 and with silk off-load
Bar 35 is fixed, and load transfer device installs.It can be by amplified impact load F by load transfer devicedIt turns to and passes to pre-buried
Part 37.
The angle pulley 22 is fixed in the slideway of support frame 2 by fixing bolt 1, can be left on slideway 25
Right sliding, to guarantee that rope 1 is vertical.
The speed measuring device includes the bracket 32 that tests the speed, bracket base 33, tachymeter 34.By marking on rope 1 just
Beginning position mark, tachymeter 34 can accurately measure the unloading rate V of built-in fitting 37.
As shown in Figures 9 and 10, the relief arrangement includes band silk unloader lever 35, band silk aperture bottom plate 36, Thrust nut three
38。
3 38 fixing belt silk aperture bottom plate 36 of Thrust nut, band silk aperture bottom plate 36 are specifically used on band silk unloader lever 35
It can be the different shapes such as round, rectangular, stalk Semicircular arched, cooperate mold of different shapes, respective shapes can be made
Built-in fitting 37.
As shown in Figure 11,12, testing stand 39 is equipped with constant pressure loading device, and the constant pressure loading device includes very heavy
Top, sensor, load plate.
Specifically testing stand 39 is set on pedestal 41, and testing stand pedestal 41 is fixed on the ground by expansion bolt 2 55,
Model 40 is set on testing stand 39, and left side column, right side uprights, upper cross-beam are respectively equipped with jack 42,43,44, jack
It is fixed with strengthening stud 48,49, load plate 47 is equipped at the top of jack, fixed with bolt 5 50 respectively, load plate 47 is equipped with
Wire guide 51 is equipped with pressure sensor 45 between load plate 47 and jack, the cylinder body of jack is equipped with oil circuit outlet 46, in advance
Embedded part 37 is set to 40 center of model.
As shown in figure 13, the servo-control system includes servo fuel tank 52 and oil circuit 53, the oil of oil circuit 53 and jack
Way outlet 46 is connected, and servo fuel tank 52, to jack oil transportation, guarantees that load plate 47 can provide stabilization to model 40 by oil circuit 53
Confining pressure.
Claims (3)
1. deep tunnel Dynamic Excavation unloading effect experimental system, including rack and testing stand, testing stand is loaded equipped with constant pressure
System, the constant pressure loading system apply constant confining pressure to scale model；Rack is equipped with impact loading system, and described rushes
Dynamic drawing load can be applied to the built-in fitting on testing stand by hitting loading system, which is characterized in that the impact loading system packet
Loading device, fore-increasing mechanism, load transfer device, relief arrangement and speed measuring device are included, the loading device will by fore-increasing mechanism
Impact load amplifies, later by realizing and applying impact load to built-in fitting in load transfer device power transmission to relief arrangement；
The constant pressure loading system includes the constant pressure loading device on testing stand, and the constant pressure loading device includes thousand
Jin top, sensor and load plate, the jack can apply constant confining pressure to model by load plate；
The loading device include on the transmission rod and can be free to slide along transmission rod impact weights, the impact weight
Hammer hits pallet and can realize along transmission rod free-falling applies vertically to impact load amplification system；
The loading device, when impact weights are statically placed on pallet, the load F that transmission rod is born is calculated by formula (1):
F=Mg/ (tan6 °)2 (1)
M is the quality of weight；
The loading device, when weight is that the weight of G is statically placed on pallet, the elongation of transmission rod are as follows:
In formula, E is transmission rod elasticity modulus；A is the cross-sectional area of transmission rod；L is its length；
The loading device, quality be M weight falls from height H at shock pallet when, transmission rod receiving impact load
Fd' are as follows:
The fore-increasing mechanism includes connecting rod one, connecting rod two, connecting rod three, and one end of the connecting rod one and connecting rod three is separately connected
On the left side column and crossbeam right end of rack, the connection is hinged for column；
Three-link structure makes connecting rod one and horizontal direction in 6 ° of angles, connecting rod two is parallel to water by controlling the length of euphroe
Plane, connecting rod three and vertical direction are in 6 ° of angles, and three-link structure is realized to impact load FdThe amplification of ' progress high magnification numbe is made
With；
The three-link structure, impact load Fd' after the amplification of three-link structure are as follows:
The load transfer device includes transmission rod, rope, angle pulley and euphroe, and the rope is set to three lower end of connecting rod
It reeves on hole, horizontal direction is switched to by vertical direction by angle pulley rope, the euphroe is set among horizontal lanyard
On position, horizontal direction impact load F can be provided to relief arrangementd；
The relief arrangement includes unloader lever or off-load cage, and the unloader lever is set to built-in fitting center or built-in fitting is set to
In off-load cage, the unloader lever or off-load cage can be by horizontal direction impact load FdIt is applied on built-in fitting；
The speed measuring device includes tachymeter and the mark on horizontal lanyard, and the tachymeter can measure built-in fitting
Unloading rate V；
The tachymeter, which is characterized in that the unloading time t of built-in fitting is calculated by the following formula:
T=mV/Fd (5)
Wherein, built-in fitting quality is m, unloading rate V.
2. deep tunnel Dynamic Excavation unloading effect experimental system according to claim 1, which is characterized in that the machine
It erects column and is equipped with hole of reeving, the hole of reeving can therefrom be pierced by convenient for rope.
3. deep tunnel Dynamic Excavation unloading effect experimental system according to claim 1, which is characterized in that described unloads
Lotus bar sets gradually several in model scope in the horizontal direction, if the built-in fitting is also axially disposed according to unloader lever
Dry, the built-in fitting is divided by horizontal impact load respectively and recycles off-load several times.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610981846.7A CN106546484B (en) | 2016-11-08 | 2016-11-08 | Deep tunnel Dynamic Excavation Load Relief System and experimental method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610981846.7A CN106546484B (en) | 2016-11-08 | 2016-11-08 | Deep tunnel Dynamic Excavation Load Relief System and experimental method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106546484A CN106546484A (en) | 2017-03-29 |
| CN106546484B true CN106546484B (en) | 2019-08-30 |
Family
ID=58395646
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610981846.7A Active CN106546484B (en) | 2016-11-08 | 2016-11-08 | Deep tunnel Dynamic Excavation Load Relief System and experimental method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106546484B (en) |
Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108593236B (en) * | 2017-12-18 | 2019-12-06 | 武汉科技大学 | Load experiment separation method for blasting impact and transient unloading |
| CN109490085B (en) * | 2018-12-24 | 2020-12-29 | 山东科技大学 | Rock impact loading-unloading confining pressure mechanical test system and use method thereof |
| CN109932248B (en) * | 2019-02-01 | 2022-09-20 | 天津大学 | Test system for simulating chamber face excavation transient unloading under different ground stress conditions |
| CN111693367A (en) * | 2020-06-12 | 2020-09-22 | 华北水利水电大学 | Testing device and testing method for simulating layered damage of surrounding rock |
| CN113202521B (en) * | 2021-06-16 | 2022-03-01 | 中国矿业大学 | Vertical column type energy-absorbing support simulation experiment device and method capable of adjusting pretightening force |
| CN114323972B (en) * | 2021-12-07 | 2023-03-17 | 山东科技大学 | Three-dimensional dynamic and static load test system and method for simulating deep roadway excavation |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1349059A (en) * | 2001-12-10 | 2002-05-15 | 吴希生 | Fore-increasing mechanism with lever-crankshaft structure |
| CN1948945A (en) * | 2006-10-24 | 2007-04-18 | 中国矿业大学(北京) | Material flowing deformation disturbed effect testing system and testing method thereof |
| CN101051011A (en) * | 2007-05-16 | 2007-10-10 | 中国矿业大学(北京) | Test method for deep rock explosion process model |
| CN102660966A (en) * | 2012-04-06 | 2012-09-12 | 河海大学 | Chamber excavation device with geomechanical model |
| CN105277673A (en) * | 2015-11-11 | 2016-01-27 | 华北理工大学 | Achieving method for simulating situation that straining-type rock bursting of roadway is caused by excavating unloading effect |
| CN105931558A (en) * | 2016-07-13 | 2016-09-07 | 山东科技大学 | Tunnel excavation unloading simulation testing device and testing method |
| CN105784976B (en) * | 2016-05-18 | 2017-11-10 | 武汉大学 | A kind of method of testing using rock mass dynamic unloading effect tester for testing |
-
2016
- 2016-11-08 CN CN201610981846.7A patent/CN106546484B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1349059A (en) * | 2001-12-10 | 2002-05-15 | 吴希生 | Fore-increasing mechanism with lever-crankshaft structure |
| CN1948945A (en) * | 2006-10-24 | 2007-04-18 | 中国矿业大学(北京) | Material flowing deformation disturbed effect testing system and testing method thereof |
| CN101051011A (en) * | 2007-05-16 | 2007-10-10 | 中国矿业大学(北京) | Test method for deep rock explosion process model |
| CN102660966A (en) * | 2012-04-06 | 2012-09-12 | 河海大学 | Chamber excavation device with geomechanical model |
| CN105277673A (en) * | 2015-11-11 | 2016-01-27 | 华北理工大学 | Achieving method for simulating situation that straining-type rock bursting of roadway is caused by excavating unloading effect |
| CN105784976B (en) * | 2016-05-18 | 2017-11-10 | 武汉大学 | A kind of method of testing using rock mass dynamic unloading effect tester for testing |
| CN105931558A (en) * | 2016-07-13 | 2016-09-07 | 山东科技大学 | Tunnel excavation unloading simulation testing device and testing method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106546484A (en) | 2017-03-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106546484B (en) | Deep tunnel Dynamic Excavation Load Relief System and experimental method | |
| CN108872530B (en) | Large-scale model test device for simulating asymmetric small-clear-distance tunnel excavation process | |
| CN105651589B (en) | A kind of analog detection method to deep rock mass stress state and response | |
| CN102175517B (en) | Large-size freely combined model test device for high ground stress underground engineering | |
| CN102478472B (en) | Test apparatus used for simulating influence of three-axis loading and unloading on engineering pile | |
| CN102879547B (en) | Three-direction loading large-scale three-dimensional analog simulation test counterforce system | |
| CN111622277B (en) | Test device and test method for simulating influence of pile end cavities on bearing performance of pile foundation | |
| CN108871965A (en) | A kind of anchor pole load load testing machine | |
| CN204590104U (en) | A kind of bath scaled model experimental device of simulating self-balance testing pile method | |
| KR100916810B1 (en) | Model horizontal load test apparatus | |
| CN104374650A (en) | Testing device and method for testing static force shear property between tubular pile and grouting soil body | |
| CN108709810A (en) | A kind of pilot system and method for air pressure unloading simulation rock underground excavation | |
| CN107907286A (en) | A kind of new unsymmetrial loading tunnel Research on Shaking Table for Simulating system | |
| CN104652498B (en) | Double-umbrella prestressed pipe pile sectioned dead load test method and device | |
| CN208607081U (en) | A kind of anchor pole load testing machine under sound load collective effect | |
| CN105510158A (en) | Anchor solid dynamic tensile testing device and method | |
| CN110553919B (en) | Geogrid drawing test device for simulating flexible top boundary | |
| CN107179391A (en) | A kind of experimental rig that Under-cross tunnel shallow layer grouting is buried for an ultra shallow | |
| CN102879550B (en) | Three-dimensional loads the load simulated method of large-scale three dimensional resemble simulation test | |
| CN104568364B (en) | Multi-functional drop weight test platform | |
| CN111551356B (en) | Enlarged head anchor rod group anchor test device and test method thereof | |
| Dasaka et al. | Seismic earth pressure reduction on gravity retaining walls using EPS geofoam | |
| CN109883673B (en) | Shed frame test method in pilot tunnel excavation process | |
| CN207991944U (en) | A kind of horizontal pull experimental rig applied to slope pile foundation | |
| CN103835319B (en) | The real stake test method of on-the-spot Observable under concrete expansion dish demifacet stake pressured state |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |