CN203422372U - Experiment system for simulating deep tunnel blasting induced disaster - Google Patents
Experiment system for simulating deep tunnel blasting induced disaster Download PDFInfo
- Publication number
- CN203422372U CN203422372U CN201320510459.7U CN201320510459U CN203422372U CN 203422372 U CN203422372 U CN 203422372U CN 201320510459 U CN201320510459 U CN 201320510459U CN 203422372 U CN203422372 U CN 203422372U
- Authority
- CN
- China
- Prior art keywords
- deep tunnel
- test block
- periphery
- deep
- crackle
- 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.)
- Expired - Fee Related
Links
Images
Abstract
The utility model discloses an experiment system for simulating a deep tunnel blasting induced disaster, which relates to the technical field of deep tunnel blasting excavation, and is used for finding the influence of blasting load on original cracking groups of deep surrounding rocks in the neighborhood of tunnels and for providing an evidence of a safe distance between the deep surrounding rocks and the deep tunnels in the neighborhood and an evidence of economic and reasonable support of the deep tunnels. The experiment system comprises a test block support, a blasting loading device, a confining pressure loading device, a data acquisition device and a data analysis device, wherein pre-cracks are formed around a simulated deep tunnel on a test block; blast holes for charging explosives are formed in the periphery of the simulated deep tunnel; the blasting loading device is used for detonating the explosives; the confining pressure loading device is used for applying confining pressure to the periphery of the test block; the data acquisition device is used for dynamically acquiring the damage conditions around the simulated deep tunnel; the data analysis device is used for analyzing the acquired damage conditions to acquire influence data of the damage around the simulated deep tunnel caused by the blasting. The experiment system is suitable for a simulation experiment of the deep tunnel blasting induced disaster.
Description
Technical field
The utility model relates to deep tunnel blasting excavation field, relates in particular to a kind of for simulating the experimental system of deep tunnel explosion induced disaster.
Background technology
Drilling and blasting method is playing a part very important in the construction of shaft sinking and drifting, but simultaneously, Blasting Excavation deep tunnel also can bring negative effect.During as near Blasting Excavation is new contiguous deep tunnel parallel deep tunnel, owing to having genetic defects in deep tunnel country rock, explosive load will inevitably cause damage to contiguous deep tunnel country rock, even brings out impact disaster.
Summary of the invention
It is a kind of for simulating the experimental system of deep tunnel explosion induced disaster that technical problem to be solved in the utility model is to provide, can understand the impact of explosive load on contiguous deep tunnel country rock original crack group, be convenient to contiguous deep tunnel safe distance determine and the supporting of deep tunnel economical rationality provides foundation.
For solving the problems of the technologies described above, the utility model adopts following technical scheme for simulating the embodiment of the experimental system of deep tunnel explosion induced disaster:
For simulating an experimental system for deep tunnel explosion induced disaster, comprising: test block support, for placing or hang test block; Wherein, the localized positions of described test block offers simulation deep tunnel, and being formed with precrack in the pre-position of described simulation deep tunnel periphery, the pre-position that is positioned at described simulation deep tunnel periphery in described test block offers big gun hole for installing explosive; Blast charger, for detonating to described explosive; Confined pressure charger, for adding confined pressure to the test block periphery of placing or be suspended on described test block support; Data collector, for when described blast charger detonates to described explosive, carries out dynamic acquisition to the damage status of the simulation deep tunnel periphery in described test block; Data analysis set-up, for the damage status of the described simulation deep tunnel periphery of described data collector collection is analyzed, obtains the affect data of described explosion on described simulation deep tunnel periphery damage.
Further, described blast charger comprises: initiator and connect described initiator and big gun hole in the wire that detonates of institute's blasting charge.
Further, described confined pressure charger comprises: pressure-loaded unit, for described test block periphery is added to confined pressure; Pressure sensing cell, for detection of described test block periphery being added to the size of confined pressure with demonstration described pressure-loaded unit.
Further, described data collector comprises: set gradually and center LASER Light Source, beam expanding lens, field lens combination and high-speed camera point-blank; Described test block support is arranged in described field lens combination.
Further, described data collector comprises: foil gauge, and described strain gauge adhesion is near the tip of described precrack; Dynamic strain indicator, is connected with described foil gauge, for the resistance variations signal of foil gauge is converted to voltage signal and amplifies, then passes to and records display instrument; Record display instrument, be connected with described dynamic strain indicator, for recording and show the voltage signal of described dynamic strain indicator transmission.
Further, described foil gauge comprises that vertical and horizontal stick near the foil gauge in described precrack tip.
Further, described data collector comprises: calibrate AE sensor, is arranged near described precrack, for the acoustic emission phenomenon of described precrack is carried out to dynamic acquisition.
Further, described test block is for to be of a size of the poly (methyl methacrylate) plate of 300mm * 300mm * 5mm, or is of a size of 300mm * 300mm
the artificial stone plate of 6mm; Described simulation deep tunnel bottom is 40mm
half rectangle of 20mm, top is half dome of radius 20mm.
Further, at the back side of described test block, over against the position in described big gun hole, paste a paste block.
Further, formed every precrack each freely two circular arcs towards different directions bending be formed by connecting; The radius that forms every circular arc of described precrack is 3mm, and chord length is 2mm.
What the utility model provided is a kind of for simulating the experimental system of deep tunnel explosion induced disaster, by confined pressure charger, the test block periphery of placing or be suspended on test block support is added to confined pressure, by blast charger, the explosive in described test block is detonated; By data collector, the damage status of the simulation deep tunnel periphery in described test block is carried out to dynamic acquisition, and by data analysis set-up, the damage status of the simulation deep tunnel periphery in the test block gathering is analyzed, obtain the affect data of described explosion on described simulation deep tunnel periphery damage, thereby can understand the impact of explosive load on contiguous deep tunnel country rock original crack group, be convenient to contiguous deep tunnel safe distance determine and the supporting of deep tunnel economical rationality provides foundation.
Accompanying drawing explanation
In order to be illustrated more clearly in the utility model embodiment or technical scheme of the prior art, to the accompanying drawing of required use in embodiment or description of the Prior Art be briefly described below, apparently, accompanying drawing in the following describes is only embodiment more of the present utility model, for those of ordinary skills, do not paying under the prerequisite of creative work, can also obtain according to these accompanying drawings other accompanying drawing.
Fig. 1 is that the utility model embodiment is for simulating the frame structure schematic diagram of the experimental system of deep tunnel explosion induced disaster;
Fig. 2 is the test block structural representation for the utility model experimental system embodiment;
Fig. 3 is another test block structural representation for the utility model experimental system embodiment;
Fig. 4 is to the peripheral schematic diagram that increases confined pressure of test block in the utility model experimental system embodiment;
Fig. 5 is the experimental system structural representation that is applied to the transmission-type method of caustics of the utility model embodiment;
Fig. 6 be in the utility model one embodiment foil gauge at the structural representation of simulation deep tunnel peripheral disposition;
Fig. 7 is the another test block structural representation for the utility model experimental system embodiment;
Fig. 8 a-8d is big gun hole and the asynchronous group of the deep tunnel spacing Crack Extension figure obtaining according to the utility model one embodiment;
Fig. 9 a-9b obtains according to the utility model one embodiment
with crack tip displacement and speed rule (L=45mm) schematic diagram over time.
Embodiment
Below in conjunction with accompanying drawing, to the utility model embodiment is a kind of, for simulating the experimental system of deep tunnel explosion induced disaster, be described in detail.Should be clear and definite, described embodiment is only the utility model part embodiment, rather than whole embodiment.Embodiment based in the utility model, those of ordinary skills are not making all other embodiment that obtain under creative work prerequisite, all belong to the scope of the utility model protection.
Fig. 1 is that the utility model embodiment is for simulating the frame structure schematic diagram of the experimental system of deep tunnel explosion induced disaster.Shown in Fig. 1, the utility model embodiment is a kind of for simulating the experimental system of deep tunnel explosion induced disaster, comprising: test block support 81, for placing or hang test block 82; Wherein, the localized positions of described test block 82 offers simulation deep tunnel, and being formed with precrack in the pre-position of described simulation deep tunnel periphery, the pre-position that is positioned at described simulation deep tunnel periphery in described test block 82 offers big gun hole for installing explosive; Blast charger 83, for detonating to described explosive; Confined pressure charger 84, for adding confined pressure to the test block periphery of placing or be suspended on described test block support; Data collector 85, for when described blast charger detonates to described explosive, carries out dynamic acquisition to the damage status of the simulation deep tunnel periphery in described test block; Data analysis set-up 86, for the damage status of the described simulation deep tunnel periphery of described data collector collection is analyzed, obtains the affect data of described explosion on described simulation deep tunnel periphery damage.
By confined pressure charger, the test block periphery of placing or be suspended on test block support is added to confined pressure, by blast charger, the explosive in described test block is detonated; By data collector, the damage status of the simulation deep tunnel periphery in described test block is carried out to dynamic acquisition, and by data analysis set-up, the damage status of the simulation deep tunnel periphery in the test block gathering is analyzed, obtain the affect data of described explosion on described simulation deep tunnel periphery damage, thereby can understand the impact of explosive load on contiguous deep tunnel country rock original crack group, be convenient to contiguous deep tunnel safe distance determine and the supporting of deep tunnel economical rationality provides foundation.
For simulating the experimental system embodiment of deep tunnel explosion induced disaster, described test block 82 can adopt poly (methyl methacrylate) plate to make aforementioned, also can adopt artificial stone plate to make.The characteristic of the concrete selective basis test block material of test block material itself is also comprehensively determined in conjunction with the damage status of simulation deep tunnel periphery being carried out to the technological means that dynamic acquisition utilizes.
Poly (methyl methacrylate) plate is the noncrystal medium of isotropic uniform optical, has good light transmission, and has good elasticity and plasticity, is a kind of desirable optical model material.Therefore,, when adopting caustics experimental system to carry out dynamic acquisition to the damage status of described simulation deep tunnel periphery, preferably adopt poly (methyl methacrylate) plate as the material of test block.
Fig. 2 is the test block structural representation for the utility model experimental system embodiment.Shown in Fig. 2, when adopting poly (methyl methacrylate) plate, the described localized positions in test block is offered simulation deep tunnel and is comprised: in the localized positions that is of a size of the poly (methyl methacrylate) plate of 300mm * 300mm * 5mm, offer simulation deep tunnel 10; Wherein, described simulation deep tunnel 10 bottoms are 40mm
half rectangle of 20mm, top is half dome of radius 20mm.
Artificial stone is made with non-natural potpourri, as resin, water, calcium powder, beaded glass, aluminium stone flour etc. add rubble binder, is made.Because artificial stone shows homogeneous and isotropy that will be good than rock material, rock material experiment is easier to relatively, and experimental result is relatively obvious; Simultaneously artificial stone plate is similar aspect many at physico-mechanical properties etc.Therefore,, utilizing foil gauge or calibrate AE sensor when the damage status of simulation deep tunnel periphery is carried out to dynamic acquisition, preferably adopt artificial stone plate.
Shown in Fig. 2, when adopting artificial stone plate to make test block, the described localized positions in test block is offered simulation deep tunnel and is comprised: in the localized positions that is of a size of the artificial stone plate of 300mm * 300mm * 6mm, offer simulation deep tunnel 10; Wherein, described simulation deep tunnel 10 bottoms are 40mm
half rectangle of 20mm, top is half dome of radius 20mm.
Shown in Fig. 2, aforementioned, for simulating the experimental system embodiment of deep tunnel explosion induced disaster, in order to simulate the genetic defects of deep tunnel periphery, in the pre-position of described simulation deep tunnel 10 peripheries, form precrack 30.Wherein, the described formation of the pre-position at described simulation deep tunnel periphery precrack 30 comprises:
Precrack is formed on the top at described deep tunnel 10, and the position near deep tunnel bottom and shoulder also forms respectively precrack on the sidewall of described deep tunnel; And described precrack extends towards the direction away from described deep tunnel 10 centers from described deep tunnel periphery.
Described precrack is arranged on the relatively concentrated place of deep tunnel edge stress, has both been convenient to the formation of precrack in test block, is conducive to again comparatively significantly stress deformation occurs when being subject to blast impulse, is easy to observe and experiment.
In order to simulate comparatively truly the original crack shape of deep tunnel periphery, in previous embodiment, formed every precrack 30 each freely two circular arcs towards different directions bending be formed by connecting.Preferably, the radius that forms every circular arc of described precrack 30 is 3mm, and chord length is 2mm.
Aforementioned, for simulating the experimental system embodiment of deep tunnel explosion induced disaster, the positions such as left side, right side, upper right side or top that can be positioned at described simulation deep tunnel 10 peripheries in described test block are offered big gun hole 20 and install explosive.
Fig. 3 is another test block structural representation for the utility model experimental system embodiment.Shown in Fig. 3, for the ease of the installing of explosive and make the energy that explosive charge produces be delivered to comparatively fully in test block, preferably, the described pre-position that is positioned at described simulation deep tunnel periphery in described test block is offered big gun hole and is installed explosive and comprises: big gun hole 20 is offered in the pre-position that is positioned at described simulation deep tunnel 10 peripheries in described test block, at the back side of described test block, over against the position in described big gun hole 20, pastes a paste block 40; In described big gun hole 20, pack explosive into.Described paste block 40 represents face to be dug in deep tunnel, is also provided with precrack (not shown).
When described test block employing is of a size of the poly (methyl methacrylate) plate of 300mm * 300mm * 5mm, described paste block 40 adopts the chloroform that is of a size of 150mm * 150mm * 5mm; When described test block employing is of a size of the artificial stone plate of 300mm * 300mm * 6mm, described paste block 40 adopts the epoxy resin that is of a size of 150mm * 150mm * 6mm.
Aforementioned, for simulating the experimental system embodiment of deep tunnel explosion induced disaster, the diameter in described big gun hole 20 is that the spacing L at 6mm ，Qie Baokong center and deep tunnel center is 40mm, 45mm, 50mm, 55mm, 60mm, 65mm or 70mm.
The explosive filling in big gun hole adopts the single chmical compound explosive that a small amount of susceptibility is high, produces instantaneous explosive load after detonating.Because lead azide sensitivity is high, the performance of detonating is good, and the blasting fume that blast produces is less, less to visual field sharpness influence degree.Therefore select lead azide, primary election dose 140-150mg.Preferably, in described big gun hole, installing the blasting charge draws together: the lead azide single chmical compound explosive that packs 145mg in described big gun hole into.
Described big gun hole 20 can be single big gun hole, can be also Huo Duobao hole, two big gun hole.
The comprehensive selection of institute's blasting charge kind and explosive charge in above-described embodiment, in the spacing at test block size, simulation deep tunnel size, blasthole diameter ,Bao Kong center and deep tunnel center and big gun hole, can make test block absorb comparatively fully the shock wave that explosive charge produces, obtain comparatively real experimental data, can make again the size of test block as much as possible little, save experiment consumptive material, reduce experimental cost.
Aforementioned, for simulating the experimental system embodiment of deep tunnel explosion induced disaster, further, described blast charger 83 comprises: initiator and connect described initiator and big gun hole in the wire that detonates of institute's blasting charge.Wherein said initiator preferred manual triggering mode high pressure initiator.
During powder charge, in big gun hole, place the wire that detonates, connect high pressure initiator, the spark fired charge that utilizes effluve to produce.High pressure initiator adopts the MD-2000 hyperchannel pulse igniter of Inst. of Mechanics, CAS's system, and manual triggers mode utilizes the synchronous self-correcting of automatic tracking type synchrodyne to trigger initiator fired charge.Before experiment, first initiator is charged, but the duration of charging of detonating can not be long, the duration of charging is long may make initiator automatic discharging and fired charge.So calculate the duration of charging, in the situation that humidity level is less, the longest duration of charging of initiator is generally no more than 5 minutes.If the humidity in laboratory is very large, the duration of charging of initiator, with regard to corresponding shortening, discharges also faster.After each test, remaining electric charge in high pressure initiator must be bled off, otherwise the time grown, initiator is had damage or affects its performance.
Fig. 4 is to the peripheral schematic diagram that increases confined pressure of test block in the utility model experimental system embodiment.Shown in Fig. 4, aforementioned for simulating the experimental system embodiment of deep tunnel explosion induced disaster, in order to simulate the force-bearing situation of deep tunnel country rock, obtain preset Crack Extension Changing Pattern and the variation of deep tunnel peripheral rock ess-strain under blast dynamic loading and static load coupling loading effect, when experiment, need to add confined pressure P in described test block periphery, it is included in the confined pressure that described test block periphery adds 2Mpa, 4 Mpa, 6 Mpa, 8 Mpa or 10 Mpa.
Aforementioned, for simulating the experimental system embodiment of deep tunnel explosion induced disaster, adopt 84 pairs of described test block peripheries of confined pressure charger to add confined pressure.Wherein said confined pressure charger comprises: pressure-loaded unit, for described test block periphery is added to confined pressure; Pressure sensing cell, for detection of described test block periphery being added to the size of confined pressure with demonstration described pressure-loaded unit.Described pressure-loaded unit can adopt the terrestrial stress protolith state of the mode model engineering rock of hydraulic loaded, test block is added to confined pressure around, specifically can be referring to Liu Junzhong, the people such as Xu Jinyu are in innovation and the practice of the < < rock mechanics and engineering of 2010: the tenth paper < < major diameter separate type Hopkinson depression bar of once delivering in the academic conference collection of thesis of national rock mechanics and engineering > > is confining pressure test technology > > initiatively.
Aforementioned, for simulating the experimental system embodiment of deep tunnel explosion induced disaster, when described explosive is detonated, can take multiple technologies means to carry out dynamic acquisition to the damage status of described simulation deep tunnel periphery.The damage status of described simulation deep tunnel periphery being carried out to the technological means that dynamic acquisition utilizes is below illustrated.
In one embodiment, when described explosive is detonated, adopt and utilize the transmission-type caustics system of the transmission-type method of caustics to carry out dynamic acquisition to the damage status of described simulation deep tunnel periphery.Be that described data collector 85 comprises: set gradually and center LASER Light Source, beam expanding lens, field lens combination and high-speed camera point-blank; Described test block support is arranged in described field lens combination.
The experimental principle of the transmission-type method of caustics is as follows:
(1), the method for caustics is to utilize the mapping relations of pure geometrical optics, by the complex deformation state of object, particularly region of stress concentration, conversion or very simply and clearly shade optical figuring---a kind of experimental technique of caustics.By to the measurement of caustics characteristic length and simple calculating, just can obtain relevant mechanical parameter.By the method for caustics, go to measure the stress intensity factor of the crack tip in dynamic and static fracture process, the information of utilizing is that the tiny area that approaches very much crack tip from stress field obtains, do not need any understanding to external load and side condition, do not think that other photodynamics experimental technique need to utilize the stress field in far field and suitable interpolation formula like that yet, therefore the precision of this method is high, and uses and calculate also all very simple.
(2), high-speed photography system
With high-speed photography system, record dynamic process and have two requirements: the one, the time shutter is enough short; Another is that requirement illumination light is enough strong, to guarantee there are enough exposures on the egative film of photographic images.Because crack propagation velocity under Blast Load is very fast, the FASTCAM SA5. high-speed photography system that this experiment adopts Photron company to release.
Fig. 5 is the experimental system structural representation that is applied to the transmission-type method of caustics of the utility model embodiment.Shown in Fig. 5, the experimental system of the transmission-type method of caustics, comprising: LASER Light Source 41, beam expanding lens 42, field lens 43, model test piece 44, field lens 45 and high-speed camera 46 center are point-blank.Field lens 43 and 45 forms field lens combination.Although caustics method use equipment is simple, the adjustment of system is very loaded down with trivial details, and for guaranteeing the accurate of experiment, before each test, all needs light path to check.Wherein, beam expanding lens 42 is evenly dispersed laser; Field lens 43 produces directional light; Field lens 45 projects parallel light focusing on high-speed camera 46.When adjusting light path, light intensity and the light field that make to project on field lens 43 are even.
Adopting the transmission-type method of caustics to carry out in the embodiment of dynamic acquisition the damage status of described simulation deep tunnel periphery, adopt digital high-speed camera 46, the light intensity change procedure at reference planes place is taken, obtain digital caustic spot photo.
For fear of experimental apparatus, as lens and high-speed camera etc. are destroyed by the fragment after exploding, also to reduce as much as possible the impact that safeguard causes experimental result simultaneously.Between blast source and lens, be provided with the unstressed fluoride glass of 3 millimeters thick.
In another embodiment, described data collector 85 comprises: foil gauge, and described strain gauge adhesion is near the tip of described precrack; Dynamic strain indicator, is connected with described foil gauge, for the resistance variations signal of foil gauge is converted to voltage signal and amplifies, then passes to and records display instrument; Record display instrument, be connected with described dynamic strain indicator, for recording and show the voltage signal of described dynamic strain indicator transmission.When described explosive is detonated, utilize and be attached to the foil gauge at the most advanced and sophisticated place of described precrack and the dynamic strain measuring instrument being connected with described foil gauge, the experimental principle that the force-bearing situation of described simulation deep tunnel periphery is carried out to dynamic acquisition is as follows:
(1), resistance strain measurement principle
This electric measuring method is by resistance strain gage, to measure the strain of member, then determines stress state according to stress-strain relation.Wherein the principle of work of resistance strain gage, based on conductor " resistance-strain effect ", namely utilizes the electrical resistance machinery of conductor to be out of shape and the physical property of variation.
(2), the selection of resistance strain gage
Because this experiment is the member strain being determined under explosive load and confined pressure acting in conjunction, strain variation frequency up to several thousand to several megahertzes, therefore select the foil gage of phenolic aldehyde substrate, according to sample dimensions and material, finally determine the foil gauge of selecting 101-BX120-1AA model.
(3), the method for attaching of foil gauge
With an important ring of electrical measuring method monitor strain, be that foil gauge is sticked on measuring point surface securely, foil gauge can be out of shape with test specimen.At normal temperatures, paster is divided into the following steps:
(31) chip select.
(32) test specimen surface treatment: with sand papering strain gauge adhesion position, the one, in order to remove surface coating, greasy dirt and out-of-flatness, the 2nd, in order to increase cohesive force.Finally with absorbent cotton, dip in alcohol and clean in the same direction paster place.
(33) paster: adopt 502 glue foil gauges, curing very fast because of it, conventionally change into first foil gauge is located, then in foil gauge bottom surface, drip 1: 502 glue, with viscose paper, gently press.
(34) dry solidification.
(35) wiring: together with wire is passed through to terminal soldering with foil gauge, finally check the resistance of foil gauge (120 Ω) with multimeter again.
(36) the stickup scheme of foil gauge: Fig. 6 be in the utility model one embodiment foil gauge at the structural representation of simulation deep tunnel peripheral disposition.Shown in Fig. 6, because experiment is mainly to probe into the impact of concussion of blasting on deep tunnel 10 periphery original cracks, the stickup of foil gauge 9 is mainly near crack tip.Because under the effect of explosion wave, in test specimen, can successively produce tension and compression strain, simultaneously laterally also having certain strain, while pasting foil gauge thus employing in length and breadth two to stickup.
(4), dynamic strain measurement system:
When carrying out dynamic strain measurement, due to the time dependent feature of dynamic strain, so except strainmeter, also need separately to join the device that record shows.Because this experiment strain variation frequency is higher, the transient strain for explosion wave produces, therefore adopts ultra dynamic strain test instrument.High dynamic strain indicator is the core of measuring system, and it converts the resistance variations signal of foil gauge voltage signal to and amplify as required, then passes to and records display instrument.It is mainly by three parts, i.e. synchronous triggering part, and part is demarcated in signal conversion and amplifier section and strain.
(5), data analysis:
Deep tunnel peripheral rock stressing conditions while understanding explosion by the strain waveform of final entry, the damage and failure of research to peripheral rock.
Adopt owing to pasting foil gauge in above-described embodiment in length and breadth two to bonding method, therefore described utilization is attached to the foil gauge at the most advanced and sophisticated place of described precrack and the dynamic strain measuring instrument being connected with described foil gauge, the force-bearing situation of described simulation deep tunnel periphery is carried out to dynamic acquisition to be comprised: utilize the horizontal and vertical foil gauge at the most advanced and sophisticated place of described precrack and the dynamic strain measuring instrument being connected with described foil gauge of sticking on, the force-bearing situation of described simulation deep tunnel periphery is carried out to dynamic acquisition.
Further, the whole process of deep tunnel rupture failure in the time of also can simultaneously adopting high speed photography research explosion in this embodiment, with high-speed camera during to explosion in deep tunnel crackle crack initiation and expansion process not in the same time the position of crack tip carry out Real-time Collection.
In another embodiment, described data collector 85 comprises: calibrate AE sensor, is arranged near described precrack, for the acoustic emission phenomenon of described precrack is carried out to dynamic acquisition.
Fig. 7 is the another test block structural representation for the utility model experimental system embodiment.Shown in Fig. 7, described when described explosive is detonated, adopt the acoustic emission phenomenon that is arranged near the 50 pairs of described precracks 30 of calibrate AE sensor of described precrack to carry out dynamic acquisition.Test block adopts artificial stone plate's material.
Because the generation of acoustic emission phenomenon may be to come from confined pressure, also may come from Blast Load, for the acoustic emission phenomenon of clearer understanding blast to deep tunnel periphery rock, carry out altogether three groups of contrast tests:
When only adding confined pressure, constantly change confined pressure size, near the calibrate AE sensor that employing is arranged on described precrack carries out dynamic acquisition to the acoustic emission phenomenon of described precrack; Object is the acoustic emission that observation produces due to confined pressure;
When not adding confined pressure, employing is arranged near the calibrate AE sensor of described precrack, and to described precrack, the acoustic emission phenomenon under Blast Loads carries out dynamic acquisition; Object is the acoustic emission that observation produces due to explosion;
Employing is arranged near the calibrate AE sensor described precrack, and described precrack is formerly added to confined pressure, after acoustic emission phenomenon under Blast Loads carry out dynamic acquisition; Object is the acoustic emission phenomenon under observation confined pressure and blasting integrated effect.
The utility model is used for simulating the experimental system embodiment of deep tunnel explosion induced disaster below, damage status to the described simulation deep tunnel periphery gathering is analyzed, and obtains described explosion the data that affect of described simulation deep tunnel periphery damage are illustrated.
Aforementioned for simulating the experimental system embodiment of deep tunnel explosion induced disaster, data analysis set-up 86 is according to the position of crack tip in the same time not under caustics experimental record, obtain the relation curve of crack propagation distance and time, and draw according to this relation curve the crack propagation velocity that each is instantaneous.
In addition, data analysis set-up 86 can also obtain by measurement the caustic spot diameter of propagating crack-tip; By the caustic spot diameter of the propagating crack-tip that records, determine not Dynamic Stress-Intensity Factors in the same time and draw the critical stress intensity factors of material for test when just crack initiation of crackle is expanded.Stress intensity factor can reflect not the stress concentration degree of crack tip in the same time.
In detonation stresses field, detonation stresses wavelength-division rarefaction wave and shearing wave are two kinds, detonation stresses ripple is outwards propagated with these two kinds of bulk wave forms, rarefaction wave is a kind of wave of compression, in cracks, produce compression or stretching action, and shearing wave produces shear action to medium, so, under the effect of these two kinds of ripples, in medium, produce normal stress and shear stress, detonation stresses is compound stress field, and the caustics producing at crack tip is compound.
According to described data analysis set-up 86, can also determine the Mixed Mode Crack Dynamic Crack intensity factor of crack tip; Wherein, described Mixed Mode Crack Dynamic Crack intensity factor is determined according to following formula:
In formula: be the caustic spot maximum gauge along direction of check;
for the distance of reference planes to object plane;
stress-optic constant for material; For the net thickness of test specimen, for transparent material, the net thickness of plate is the actual (real) thickness of plate;
for stress intensity numerical factor;
under Dynamic Loading, the I type Dynamic Stress-Intensity Factors of compound propagating crack-tip;
for the modifying factor being caused by crack propagation velocity, have under the crack propagation velocity of practical significance, its value approximates 1.
Embodiment:
The caustics system of take is below carried out dynamic acquisition to the damage status of simulation deep tunnel periphery, and as example, the utility model is described in further detail.
1. mould processing
Referring to shown in Fig. 2 to Fig. 4, test model material is poly (methyl methacrylate) plate, specification 300mm * 300mm * 5mm.The stalk arch deep tunnel connecting in the processing of plate middle part, deep tunnel bottom is 40mm
half rectangle of 20mm, top is half dome of radius 20mm.
Area of stress concentration while considering deep tunnel stand under load and easily damaging a little, crackle at 7 arc shapeds of the prefabricated different angle of deep tunnel periphery diverse location, crackle is comprised of two identical circular arcs, circular arc respective radius is 3mm, the corresponding chord length of circular arc is 2mm, with this, simulates the genetic defects of deep tunnel peripheral rock.For clear explanation, crackle is numbered successively clockwise to 1#-7# from the lower left corner.
The big gun hole that is 6mm at deep tunnel left side processing diameter, the spacing L at Qie Baokong center and deep tunnel center is made as respectively 40mm, 45mm, 50mm, 55mm, 60mm, 65mm and 70mm, in big gun hole, pack 145mg lead azide single chmical compound explosive into, with this, simulate the contiguous deep tunnel explosion of different spacing.The dynamic mechanics parameter of organic glass:
=2320m/s,
=1260m/s,
=6.1GN/m
2,
=0.31,
=85 μ m
2/ N.
2. test results and analysis
2.1 test findings
Fig. 8 a-8d is big gun hole and the asynchronous group of the deep tunnel spacing Crack Extension figure obtaining according to the utility model one embodiment.Test findings photo when Fig. 8 a-8d is depicted as borehole distance deep tunnel center L and is 40mm, 45mm, 50mm, 70mm.Due to the effect of detonation stresses ripple, there is expansion in various degree in big gun hole group's crackle around.By Fig. 8 a, during L=40mm, borehole distance deep tunnel is very near, has formed comparatively serious fracture area, near the crackle that explosive charge produces big gun hole and 1#, 2#, 3# penetration of cracks between big gun hole and the left wall of deep tunnel.5#, 7# Crack Extension are obvious, reach respectively 1.26cm, 3.11cm, and 4#, the substantially expansion of 6# crackle.When stress wave propagation is to deep tunnel when left side, due to the appearance of different medium critical surface, stress wave, from deep tunnel top and bottom diffraction to deep tunnel right side, then interacts with 5#, 7# precrack, brings out its expansion.The portion of energy that dissipated when 5# and 7# Crack Extension, when stress wave propagation is during to 6# crackle, although have the stack of ripple, now the energy of stress wave is less, so 6# Crack Extension is less.By Fig. 8 b, during L=45mm, on the left of deep tunnel, occurred compared with havoc, 1# crackle, 2# crackle and 3# crackle all mutually run through or approach with big gun hole crackle around and run through.
Test findings in synthesizing map 8a-8d, along with big gun hole and deep tunnel spacing L increase, when L>45mm, all no longer there is obviously expansion in 5# crackle.Because 7# crackle is in place, deep tunnel right angle, stress is concentrated large than 5# cracks, and 7# crackle tendency to be level and stress wave tangential vertical, so there is larger expansion.1# crackle, 3# crackle and 4# crackle, may be due to its present position and inclination effect, and no matter how spacing changes, and crackle is almost without expanding or expanding not obvious.When L<45mm and L>65mm, all can there is triangle destroyed area in deep tunnel left side, when L<45mm may be due to big gun hole and deep tunnel spacing less, deep tunnel is near apart from blast fracture area, and detonation gas has played key effect; And when L>65mm, detonation gas just makes big gun hole produce less crackle around, stress wave has played key effect, and when between, detonation gas can bring out in big gun hole various larger crackles around, but be not enough to affect the periphery of deep tunnel, and stress wave can make the random crack propagation being induced.
2.2 groups of crack propagation laws
Fig. 9 a-9b is the Dynamic Fracture intensity factor obtaining according to the utility model one embodiment
with crack tip displacement and speed rule (L=45mm) schematic diagram over time.Shown in Fig. 9 a, during for L=45mm, the Dynamic Stress-Intensity Factors Changing Pattern at crackle 2#, 5#, 6#, 7# tip.2# crackle, after 20 μ s,
beginning increases gradually by zero, and energy release rate sharply increases, during 35 μ s,
value reaches peak value 2.27MN/m
3/2, start afterwards to reduce, when 40 μ s, Crack Extension, to approaching big gun hole site, cannot observe caustic spot.For 5# crackle, after 33.33 μ s,
beginning increases gradually by zero, during 53.33 μ s,
reach first peak value 0.86 MN/m
3/2, vibration afterwards reduces rear increase, when 140 μ s,
reach second peak value 0.95 MN/m
3/2, vibration subsequently reduces.For 6# crackle and 7# crackle,
variation tendency basically identical, all when starting, vibrating and increasing, in about 145 μ s left and right, reach respectively first peak value 1.20 MN/m
3/2with 1.25 MN/m
3/2, starting oscillation reduces afterwards, 7# crackle and 6# crackle
in succession reach valley 0.69 MN/m
3/2with 0.76 MN/m
3/2, then vibration increase reaches respectively second peak value 1.27 MN/m
3/2with 1.09 MN/m
3/2, vibration afterwards reduces.Dynamic Stress-Intensity Factors
variation tendency substantially present first vibration and increase to peak value, after reduce, and then increase to second peak value, finally vibration is reduced to zero rule, and when crackle is finally expanded displacement more hour, this rule is more obvious, may be due to the reason of two aspects: the one, and the shape of crackle, the 2nd, energy release rate.When crackle is because present position and inclination angle cause Crack Extension displacement situation hour, the shape of crackle plays a leading role to this rule, and rule is more obvious, because energy release rate is now lower, energy release rate not only will overcome the crack growth resistance of crack tip, also will consume part at crackle flex point place simultaneously, and this is for relatively little energy release rate, seem more obvious, therefore there is obvious rule; And when expansion displacement is larger, as 6# crackle, when Crack Extension, the energy of accumulation is released, energy release rate is Crack Extension kinetic energy more than the Partial Conversion of crack growth resistance, because energy release rate is larger, therefore, the energy that flex point place consumes is relatively little, in resistance to vibration factor variations curve, has occurred of short duration valley.And for the crackle of diverse location different angle, Dynamic Stress-Intensity Factors mean size also there are differences, this and crackle present position and inclination angle have compared with Important Relations, have determined the final mean annual increment movement of the expansion of crackle.
When Fig. 9 b is L=45mm, crack tip displacement and speed change curves.After the crack initiation of 2# crackle, expansion rate sharply increases, and crack tip displacement increases rapidly, expands to very soon ，Yu Bao hole, big gun hole site and runs through, and near and crackle along continuous straight runs has direct relation apart from deep tunnel for this and crackle.It is zero phenomenon that 5# crackle, 6# crackle and 7# Crack Extension displacement curve exist the constant and crack propagation velocity of a period of time intrinsic displacement, mainly due to crackle, by two circular arcs, formed, when energy release rate hour, at flex point place, also can cause the loss of energy, cannot make again crack tip expansion.Because 6# crackle and 7# crackle level inclination are zero, vertical with the tangential direction of stress wave in addition, in tangential direction, produce larger tension, make Crack Extension larger.6# crackle and 7# crackle crack propagation velocity oscillating curve change basically identical.The displacement of 6# Crack Extension is maximum, secondly 7# crackle, again 5# crackle; And for crack propagation velocity, 2# crackle is maximum, next 6# crackle, 7# crackle again, last 5# crackle, this fully proves when being subject to Blast Load, the impact that deep tunnel periphery precrack is subject to is difference with the difference at crackle position and crackle inclination angle.
2.3 big gun holes and deep tunnel spacing L On Crack Propagation affect rule
From Fig. 9 a, can see with L and increasing, resistance to vibration factor temporal evolution curve is basically identical, t=66.67 μ s, the Dynamic Stress-Intensity Factors of 6# crackle reaches first peak value 0.67 MN/m respectively
3/2, 0.39 MN/m
3/2with 0.42 MN/m
3/2, t=80 μ s left and right, reaches respectively first valley 0.12 MN/m
3/2, 0.06 MN/m
3/2with 0.11 MN/m
3/2this is because precrack is that two circular arcs form, there is flex point, in blast starting stage energy accumulation hour, energy consumption and the crackle energy release that slightly expansion causes due to crackle flex point, caused the appearance of first valley of Dynamic Stress-Intensity Factors, made energy release rate lower than crack growth resistance.Due to crack stop expansion, energy starts accumulation afterwards, and Dynamic Stress-Intensity Factors occurs that quick oscillation increases, during t=146.67 μ s left and right,
reach respectively second peak value 1.2 MN/m
3/2, 1.39 MN/m
3/2with 0.85 MN/m
3/2, because Crack Extension causes the release compared with macro-energy, again occur valley afterwards, but subsequently due to the increase of energy release rate, Dynamic Stress-Intensity Factors starting oscillation increase, the energy consumption causing along with Crack Extension afterwards, vibration is reduced to zero gradually again.
As shown in Fig. 9 a, along with L increases, the mean value of Dynamic Stress-Intensity Factors reduces gradually, for rate curve, as shown in Fig. 9 b, similar with the change curve of Dynamic Stress-Intensity Factors, illustrate that Dynamic Stress-Intensity Factors and crack propagation velocity have consistance, further illustrate and shown in Fig. 9 b, expand displacement and increase with L, the rule that Crack Extension displacement reduces, expansion displacement is respectively: during L=45mm, and expansion displacement 35.4mm; During L=50mm, expansion displacement 17.1mm; During L=55mm, expansion displacement 4.5mm; When L>65mm, expansion almost approaches zero.From analyzing above, with L, increase, Crack Extension displacement reduces gradually.By Fig. 8 b-8d, also can clearly see that blast loads the spread scenarios of rear 6 crackles.
2.4 comprehensively analyze
Above-mentioned during to L=45mm, the analysis of diverse location different angle group Crack Extension situation, has verified under stress wave activity, tangential stretching, the principle of radial dilatation, when parallel deep tunnel excavation is determined Scheme of Strengthening simultaneously, can adopt diverse location, different thought of reinforcing, with cost-saving.To researching and analysing of the blasting phenomena Typical Cracks of borehole distance deep tunnel different spacing, draw the increase along with spacing, diffraction reduces to the energy on deep tunnel right side, causes precrack expansion to reduce gradually.Therefore,, in Practical Project, when occurring parallel deep tunnel or when contiguous deep tunnel one side is excavated, should reasonably designing deep tunnel spacing, prevent unexpected generation.When L>60mm, deep tunnel right side crackle is no longer expanded, and left side forms triangle destruction between 1# crackle and 2# crackle.When L<45mm, deep tunnel left side also produces triangle and destroys, and right side 5#, 7# Crack Extension are more obvious, and 6# Crack Extension is relatively not obvious.Therefore,, when parallel deep tunnel excavation, especially, near just when the deep tunnel country rock of Blasting Excavation deep tunnel one side exists obvious genetic defects, before new deep tunnel excavation, must add strong supporting, to prevent that triangle from destroying.Explosive load has considerable influence to contiguous deep tunnel country rock genetic defects, in work progress, should carry out key monitoring to this position, simultaneously, under reality, should reasonably design supporting scheme by certain detection, especially exist compared with the country rock in major fault and crack, to avoid the dynamic loads such as explosion or earthquake, deep tunnel country rock is damaged.
3 conclusions
(1) when big gun hole and deep tunnel center distance L are when constant, precrack spread scenarios is different and different, wherein comparatively obvious with the expansion of 2# crackle and 6# crackle with crackle position and inclination angle.When L changes, 1#, 3# and 4# crackle be not expansion substantially.
(2) when L changes, during except L=40mm due to 5# and 7# Crack Extension share compared with macro-energy cause 6# Crack Extension less, with L, increase, the displacement of 6# Crack Extension presents and reduces gradually rule.
(3), when L<45mm or L>60mm, in deep tunnel left side, occur that triangle destroys, and be 2# crackle rapidly to the expansion of place, big gun hole, and place, big gun hole occurs that crackle causes to 1# or 3# Crack Extension.
(4) there is the camber line precrack of flex point, when energy release rate hour, can cause Dynamic Stress-Intensity Factors to occur valley, there is of short duration crack arrest in Crack Extension; When energy release rate is larger, also can affect Dynamic Stress-Intensity Factors, but impact is no longer obvious, makes displacement curve present the rule of expansion-crack arrest-Quick Extended-crack arrest.
One of ordinary skill in the art will appreciate that all or part of flow process realizing in above-described embodiment, to come the hardware that instruction is relevant to complete by computer program, described program can be stored in a computer read/write memory medium, this program, when carrying out, can comprise as the flow process of the embodiment of above-mentioned each side method.Wherein, described storage medium can be magnetic disc, CD, read-only store-memory body (Read-Only Memory, ROM) or random store-memory body (Random Access Memory, RAM) etc.
The above; it is only embodiment of the present utility model; but protection domain of the present utility model is not limited to this; anyly be familiar with those skilled in the art in the technical scope that the utility model discloses; the variation that can expect easily or replacement, within all should being encompassed in protection domain of the present utility model.Therefore, protection domain of the present utility model should be as the criterion with the protection domain of claim.
Claims (6)
1. for simulating an experimental system for deep tunnel explosion induced disaster, it is characterized in that, comprising:
Test block support, for placing or hang test block; Wherein, the localized positions of described test block offers simulation deep tunnel, and being formed with precrack in the pre-position of described simulation deep tunnel periphery, the pre-position that is positioned at described simulation deep tunnel periphery in described test block offers big gun hole for installing explosive;
Blast charger, for detonating to described explosive;
Confined pressure charger, for adding confined pressure to the test block periphery of placing or be suspended on described test block support;
Data collector, for when described blast charger detonates to described explosive, carries out dynamic acquisition to the damage status of the simulation deep tunnel periphery in described test block; Wherein, described data collector comprises: set gradually and center LASER Light Source, beam expanding lens, field lens combination and high-speed camera point-blank; Described test block support is arranged in described field lens combination;
Data analysis set-up, for described data collector being recorded not to the position of crack tip in the same time, obtains the relation curve of crack propagation distance and time, and draws according to this relation curve the crack propagation velocity that each is instantaneous.
2. experimental system according to claim 1, is characterized in that, described blast charger comprises:
Initiator and connect described initiator and big gun hole in the wire that detonates of institute's blasting charge.
3. experimental system according to claim 1, is characterized in that, described confined pressure charger comprises:
Pressure-loaded unit, for adding confined pressure to described test block periphery;
Pressure sensing cell, for detection of described test block periphery being added to the size of confined pressure with demonstration described pressure-loaded unit.
4. experimental system according to claim 1, is characterized in that, described test block is for to be of a size of the poly (methyl methacrylate) plate of 300mm * 300mm * 5mm, or is of a size of the artificial stone plate of 300mm * 300mm * 6mm; Described simulation deep tunnel bottom is 40mm
half rectangle of 20mm, top is half dome of radius 20mm.
5. experimental system according to claim 1, is characterized in that, at the back side of described test block, over against the position in described big gun hole, pastes a paste block.
6. experimental system according to claim 5, is characterized in that, formed every precrack each freely two circular arcs towards different directions bending be formed by connecting; The radius that forms every circular arc of described precrack is 3mm, and chord length is 2mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320510459.7U CN203422372U (en) | 2013-08-21 | 2013-08-21 | Experiment system for simulating deep tunnel blasting induced disaster |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320510459.7U CN203422372U (en) | 2013-08-21 | 2013-08-21 | Experiment system for simulating deep tunnel blasting induced disaster |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203422372U true CN203422372U (en) | 2014-02-05 |
Family
ID=50021467
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320510459.7U Expired - Fee Related CN203422372U (en) | 2013-08-21 | 2013-08-21 | Experiment system for simulating deep tunnel blasting induced disaster |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203422372U (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104155429A (en) * | 2014-08-15 | 2014-11-19 | 安徽理工大学 | Deep hole blasting analog stimulation experiment apparatus |
| CN104749611A (en) * | 2013-12-26 | 2015-07-01 | 中国矿业大学(北京) | Experiment method for simulating disaster induced by explosion of deep tunnel |
| CN104833280A (en) * | 2015-05-18 | 2015-08-12 | 中国矿业大学(北京) | Experimental cartridge and device for separation explosion stress wave and detonation gas |
| CN105788428A (en) * | 2016-04-27 | 2016-07-20 | 中国矿业大学(北京) | System and method used for researching explosive stress wave interaction mechanism |
| CN111337644A (en) * | 2019-12-31 | 2020-06-26 | 三峡大学 | Tunnel step-by-step excavation simulation device and using method |
| CN112880496A (en) * | 2021-01-20 | 2021-06-01 | 中国矿业大学(北京) | Test piece structure and method for researching crack propagation rule driven by water coupling blasting |
| CN113866025A (en) * | 2021-09-27 | 2021-12-31 | 辽宁工程技术大学 | Method for testing dynamic strain in original rock |
| CN114383949A (en) * | 2021-12-09 | 2022-04-22 | 北京科技大学 | Method for testing bearing capacity and energy dissipation rule of rock mass with cavity |
| CN116183668A (en) * | 2022-12-28 | 2023-05-30 | 中国矿业大学 | System and method for testing super-dynamic blasting parameters under confining pressure condition |
-
2013
- 2013-08-21 CN CN201320510459.7U patent/CN203422372U/en not_active Expired - Fee Related
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104749611A (en) * | 2013-12-26 | 2015-07-01 | 中国矿业大学(北京) | Experiment method for simulating disaster induced by explosion of deep tunnel |
| CN104155429A (en) * | 2014-08-15 | 2014-11-19 | 安徽理工大学 | Deep hole blasting analog stimulation experiment apparatus |
| CN104833280A (en) * | 2015-05-18 | 2015-08-12 | 中国矿业大学(北京) | Experimental cartridge and device for separation explosion stress wave and detonation gas |
| CN104833280B (en) * | 2015-05-18 | 2016-03-30 | 中国矿业大学(北京) | A kind of Experimental cartridge and device being separated Explosive stress wave and detonation gas effect |
| CN105788428A (en) * | 2016-04-27 | 2016-07-20 | 中国矿业大学(北京) | System and method used for researching explosive stress wave interaction mechanism |
| CN105788428B (en) * | 2016-04-27 | 2018-04-10 | 中国矿业大学(北京) | For studying the system and method for Explosive stress wave interaction mechanism |
| CN111337644A (en) * | 2019-12-31 | 2020-06-26 | 三峡大学 | Tunnel step-by-step excavation simulation device and using method |
| CN111337644B (en) * | 2019-12-31 | 2022-04-08 | 三峡大学 | Tunnel stepwise excavation analogue means |
| CN112880496A (en) * | 2021-01-20 | 2021-06-01 | 中国矿业大学(北京) | Test piece structure and method for researching crack propagation rule driven by water coupling blasting |
| CN113866025A (en) * | 2021-09-27 | 2021-12-31 | 辽宁工程技术大学 | Method for testing dynamic strain in original rock |
| CN113866025B (en) * | 2021-09-27 | 2024-02-23 | 辽宁工程技术大学 | Method for testing dynamic strain in original rock |
| CN114383949A (en) * | 2021-12-09 | 2022-04-22 | 北京科技大学 | Method for testing bearing capacity and energy dissipation rule of rock mass with cavity |
| CN114383949B (en) * | 2021-12-09 | 2024-04-16 | 北京科技大学 | Method for testing bearing capacity and energy dissipation rule of rock mass containing cavity |
| CN116183668A (en) * | 2022-12-28 | 2023-05-30 | 中国矿业大学 | System and method for testing super-dynamic blasting parameters under confining pressure condition |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103412112B (en) | Testing method for simulating induction of adjacent roadway surrounding rock failure in borehole-blasting method construction | |
| CN203422372U (en) | Experiment system for simulating deep tunnel blasting induced disaster | |
| Li et al. | Dynamic characteristics of green sandstone subjected to repetitive impact loading: phenomena and mechanisms | |
| JP5926854B2 (en) | Experimental method of simulated impact type rock honey | |
| Zhang et al. | A review of dynamic experimental techniques and mechanical behaviour of rock materials | |
| Yang et al. | Fracture mechanism due to blast-imposed loading under high static stress conditions | |
| Hu et al. | Numerical and experimental investigation of blasting damage control of a high rock slope in a deep valley | |
| CN102980816B (en) | Soil body shear fracture failure test device and method | |
| Knill et al. | A study of acoustic emission from stressed rock | |
| CN110220980B (en) | Test method for measuring concrete uniaxial tension damage evolution equation based on acoustic emission technology | |
| CN103792151B (en) | The measurement mechanism of hard brittle material dynamic tensile crack propagation velocity and measuring method | |
| Yu et al. | Experimental study of the mechanical behavior of sandstone affected by blasting | |
| CN108801815B (en) | A kind of synchronous experimental system of the electrical measurement of dynamically load-loading by means of digital image correlation method and method | |
| Hall et al. | Monitoring fracture propagation in a soft rock (Neapolitan Tuff) using acoustic emissions and digital images | |
| Liu et al. | Study on dynamic fracture behavior of mode I crack under blasting loads | |
| CN101975703A (en) | Method and device for measuring dynamic fracture property of laser shock loading material | |
| CN110186783A (en) | Compression shear of dropping hammer impact test apparatus | |
| CN112649086A (en) | Improved jointed rock mass blasting model test vibration monitoring system and method | |
| Renshu et al. | Dynamic behavior analysis of perforated crack propagation in two-hole blasting | |
| Yang et al. | Caustic study on blast-induced wing crack behaviors in dynamic–static superimposed stress field | |
| CN109142671A (en) | The method for studying water weak structural face intensity gradual change deterioration rule of satisfying under blasting vibration | |
| Yuan et al. | Plate impact experiments to investigate shock-induced inelasticity in Westerly granite | |
| CN114005347B (en) | Experimental device and method for researching earthquake dynamic triggering | |
| CN104749611A (en) | Experiment method for simulating disaster induced by explosion of deep tunnel | |
| AU2021100769A4 (en) | An Experimental Method for Simulating Triggered Rockburst of Rock Wall under Micro-disturbance |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140205 Termination date: 20200821 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |