CN101281186A - Method and device for detecting sand burst leaking destructive performance - Google Patents
Method and device for detecting sand burst leaking destructive performance Download PDFInfo
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Abstract
The invention relates to a detecting method and the device for the destructiveness of sandy soil infiltration collapse, the method comprises the following steps: collecting soil sample to be detected, adopting drilling and sampler for the deep part soil sample; determining the corresponding density and hydraulic slope the sample according to the actually measured head and density of the sampling spot; putting the sample into a bowl whose outlet is funnel shaped, the infiltration collapse sheet of infiltration collapse hole is arranged at the bottom of the funnel, determining the relation between the fluid flow which passes through the funnel and time under the effect of a certain head, and drawing the curve. In the determining process, switching gaskets with different infiltration collapse aperture, when determining according to one gasket with certain aperture, all the sand soil water flow out, which is called the critical point of the infiltration collapse destructiveness, the aperture is ''infiltration collapse destructiveness''; when determining according to one gasket with certain aperture, a part of the sand soil water flow out and stop, which is called the critical point of the infiltration collapse natural cure, the aperture is ''infiltration collapse natural cure aperture''. Adopting the method and combining other criteria geotechnical test, the index parameters ''infiltration collapse destructiveness aperture'' and ''infiltration collapse natural cure aperture'' for appraising the destructiveness of sandy soil infiltration collapse are can be got; the two index parameters can act as the critical parameters for appraising the fatalness of sand soil crushing into mine, which conduces to prevent the security disasters such as sand collapse and water collapse.
Description
Technical field
The invention belongs to the mining engineering field, be a kind of detection method and device of sand burst leaking destructive performance.
Background technology
Coal is the main energy sources of China, accounts for about 70% of energy resource consumption.China is most composes the coalfield for concealing, that is, the coal seam is covered by Neozoic group's scall.Wherein, East China, Central China, North China, the Northeast have many mining areas to be covered by thick Neozoic group unconsolidated formation.Only just there be more than 300 mine to build in deep (thickness is greater than 80m) scall in the East China.And a plurality of mining areas in Shaanxi, Inner Mongol, Xinjiang and Ningxia are covered by desert and loess.
Neozoic group's scall mainly is made of clayey soil and sand (gravel) matter soil, and wherein, the particle diameter of clayey soil is less than 0.005mm, toughness and plasticity, and water permeability is atomic, is the water proof stratum; The particle diameter of sand soil is 0.005～2mm, and the particle diameter of gravel is 2～60mm, and no clay has water permeability, often is water-bearing strata.Unconsolidated formation bottom usually has and contains sticking pressure-bearing aquifer sand layer and directly overlay the coal measure strata top, when rock mass below this layer of sand is subjected to mining influence to produce more roomy crack, this sand has the good routed property of oozing again simultaneously, then sand may be burst in a large number into the down-hole, being the main source of the routed water of mine, the sand disaster of bursting, also is that surface water body is burst into the main thoroughfare of down-hole simultaneously.Great especially water leak accident takes place in Si Gou colliery, Henan on Dec 2 in 2005, causes 42 people's death, and direct economic loss is 972.6 ten thousand yuan.The immediate cause of accident is that the Qiao Bei colliery is linked up in Si Gou colliery digging, and the loosening sand pore water of bridge north coal mine gob ponding and the close hydraulic connection of its existence and go up and lie prostrate Qinghe County's surface water and burst into the down-hole has caused the accident generation.In addition, colliery, peach garden, the Huaibei, Anhui, colliery in Yanzhou Yokogawa coal, Zaozhuang bavin, huge colliery, east, Xingtai, the sand accident all appears seriously bursting in Inner Mongol Da Liu tower, many logical sequences colliery etc.Cause a significant threat for mine normal production and personal safety, cause heavy economic losses.
Current colliery is for preventing routed water, routed sand accident, " buildings, water body, railway and main roadway coal column stay establish and press the coal mining rules " (version in 2000) regulation according to State Administration of Coal Industry formulates adopts the method for staying the water of setting up defences, sand control and anti-collapse coal and rock pillar for safety.Specific as follows:
(1) waterproof safety coal column.Be applicable to that (osmotic coefficient k＞1m/d, specific capacity q＞0.1L/m.s), formula is H to medium, strong rich water body
Sh＞=H
Li+ H
b
(2) sand control barrier pillar.Be applicable to weak, medium rich water body, osmotic coefficient k≤1m/d, specific capacity q≤0.1L/m.s, formula are H
s＞=H
m+ H
b
(3) anti-collapse barrier pillar.Be applicable to weak rich water, osmotic coefficient k≤1m/d, specific capacity q≤0.1L/m.s.Formula is H
t=H
m
In the formula: H
ShBe waterproof coal (rock) post height; H
sBe anti-sand coal (rock) post height; H
tBe anti-collapse coal (rock) post height; H
LiBe height of the water conductive fracture zone; H
mBe the caving zone height; H
bBe protective layer thickness.
Said method has only been considered the watery of moisture sand (gravel) layer, and does not consider the flowability of moisture sand (gravel) layer and burst into the difficulty or ease performance of mine.Still there be not at present rational method and test, especially for detection method that contains the viscosity sand burst leaking destructive performance and device to the routed sand hazard assessment of the vital bottom sand of coal mining under water-bodies.
Practice shows that containing the higher coarse sand of sticking amount thin, the flour sand layer lower with containing sticking amount all can belong to weak Fu Shui water-bearing zone, yet under the identical condition of water-bearing zone head, carefully, flour sand, just can burst into the down-hole when adopting the crack less, thick, gravelly sand then needs bigger crack.Therefore need to explore a kind of detection method and device, measure moisture sand (difference contains sticking amount, different grain and different heads) and burst into the performance of mine, that is, and burst leaking destructive performance.If can detect the burst leaking destructive performance index parameter of representing sand,, help to set up sand and burst into the mine method for evaluating hazard in conjunction with safety coal mining technical system under the water body.When head one timing of aquifer sand layer, determine that the permission maximum of aquifer sand layer bottom rock mass is adopted fracture width, maximum deformation quantity and minimum protection coal column thickness.
Goal of the invention
The detection method and the device that the purpose of this invention is to provide a kind of sand burst leaking destructive performance, this method is by the detection to sand burst leaking destructive performance, that finds out critical oozes bad critical point of diabrosis, promptly, ooze bad aperture of diabrosis (splitting wide), ooze the self-healing aperture (splitting wide) of bursting, guarantee the safety of coal mining under water-bodies.
For reaching the purpose of foregoing invention, the present invention by the following technical solutions:
The detection method of this sand burst leaking destructive performance, it may further comprise the steps:
(1) get soil sample to be detected, the deep soil sample adopts boring and sampler;
(2), determine the relative density and the hydraulic gradient of sample according to the actual measurement head and the density of sampling spot;
(3) sample is put into outlet and be funnelform cylindrical shell, be provided with the routed sheet that oozes that oozes the hole of bursting in the bottom of funnel, under certain head effect, measure fluid flow and time relationship by funnel, and curve plotting.
(4) in the process of measuring, switch the different pads that ooze the aperture of bursting, measure when pad with certain aperture, when sand muddy water occurring and all flowing out, be and ooze the bad critical point of diabrosis, the aperture is " oozing bad aperture of diabrosis "; Measure when the pad with certain aperture, sand muddy water occurs and partly flow out when stopping then, be the critical point of oozing the self-healing of bursting, the aperture is " oozing the self-healing aperture of bursting ".
Described sample can be respectively 5%, 10%, 15% or 20% coarse sand or medium sand or fine sand for containing sticking amount, and the sample relative density is 0.75, and the height of sample is 12cm, and through water saturation; Described certain head be 2 than precipitation head, test is tested respectively by oozing the sheet aperture difference of bursting.
This device that is used for the described detection method of claim 1, it comprises: cylindrical shell, the tube loam cake, the bottom of cylindrical shell is funnel-form, the with holes or crack of the exit pad of funnel one ooze routed sheet, the constant voltage water inlet is established on the top of cylindrical shell, also comprises the support that supports cylindrical shell; Fracture width can general picture turns to the radius r of quoting of " circle "
0, oozing routed sheet aperture or fracture width is that series changes.
Above-mentioned device also can be used as the device that detects the sand burst leaking destructive performance.
Described aperture of oozing the sheet of bursting is between 1-10mm, and becoming the routed sheet aperture difference of oozing of series is 0.5mm.
1) method of field measurement density, according to Chen Xizhe " soil mechanics foundation " publishing house of Tsing-Hua University 1998:
(1) standard penetration test (SPT) hammering number (N); N＜10, loose; 10≤N＜15 are close slightly; 15≤N＜30, in close; 30≤N is closely knit.
(2) cone penetration test: measure specific penetration resistance (P
s):
Medium coarse sand: P
s＜3.0, close slightly; 3.0≤N＜8.0, in close; 8.0≤N is closely knit
Powder fine sand: P
s＜6.0, close slightly; 6.0≤N＜12.0, in close; 12.0≤N is closely knit
2) laboratory test, according to " earthwork test rule " relative density experiment (according to soil-010-78)
3) general effective stress is big more, closely knit more.
4) actual measurement head
(1) actual measurement water-bearing zone head
Obtain water-bearing zone water level absolute altitude h according to the long view hole of the water-bearing zone hydrology
The position, water-bearing zone buried depth absolute altitude h
Water buries, water-bearing zone head (H then
s)
H
s=h
Water buries-h
The position
(2) obtain actual measurement water-bearing zone hydraulic gradient
i
Real=actual head (hs)/water-bearing zone thickness (m)
(3) head (hs) of test usefulness
h
s=actual hydraulic gradient (i
RealHeight (the m of) * sample
s).
5) with reference to " special water geology " (publishing house of China Mining University 1999) table 4-4 and table 4-5 such as Zheng Shishu, the complicated shape flow section is generalized as the radius r of quoting of " circle "
0, the conversion relation in several cracks is:
(1) elongated crack: r
0=0.25S
S is a fracture length, and width/length is close to " 0 "
(2) rectangle: r
0=η (a+b)/4, η chooses as following table according to the a/b relation
| a/ |
0 | 0.20 | 0.40 | 0.60 | 0.80 | 1 |
| η | 1 | 1.12 | 1.14 | 1.16 | 1.18 | 1.18 |
(3) ellipse: r
0=(D1+D2)/4, D1, D2 are respectively long and short axle.
Advantage of the present invention is: adopt this method and in conjunction with other standard soil test, the burst leaking destructive performance index parameter that can obtain to estimate sand " oozes bad aperture of diabrosis " and " oozing routed self-healing aperture "; This two indexes parameter can be used as to be estimated sand and bursts into the key parameter of the danger of mine, the generation of help to prevent to burst sand, the water security disaster of bursting, and method and apparatus is easy, be suitable for.
Description of drawings
Fig. 1: the grading curve of Shaanxi Bin County soil sample
Fig. 2: the grading curve of clay
The grading curve of Fig. 3 sand
Fig. 4: the grading curve of coarse sand compound
Fig. 5: the grading curve of medium sand compound
Fig. 6: the grading curve of fine sand compound
Fig. 7: ooze burst experimental phenomena and time chart (No. 0 ooze hole 5% soil+95% coarse sand)
Fig. 8: ooze burst experimental phenomena and time chart (No. 0 ooze hole 20% soil+80% coarse sand)
Fig. 9: ooze burst experimental phenomena and time chart (No. 1 ooze hole 5% soil+95% medium sand)
Figure 10: ooze burst experimental phenomena and time chart (No. 1 ooze hole 20% soil+80% medium sand)
Figure 11: ooze burst experimental phenomena and time chart (No. 1 ooze hole 5% soil+95% fine sand)
Figure 12: ooze burst experimental phenomena and time chart (No. 1 ooze hole 20% soil sample+80% fine sand)
Figure 13: ooze burst experimental phenomena and time chart (No. 1 ooze hole 5% soil sample+95% coarse sand)
Figure 14: ooze burst experimental phenomena and time chart (No. 1 ooze hole 10% soil sample+90% coarse sand)
Figure 15: ooze burst experimental phenomena and time chart (No. 1 ooze hole 15% soil sample+85% coarse sand)
Figure 16: ooze burst experimental phenomena and time chart (No. 2 ooze hole 5% soil sample+95% medium sand)
Figure 17: ooze burst experimental phenomena and time chart (No. 2 ooze hole 20% soil sample+80% medium sand)
Figure 18: ooze burst experimental phenomena and time chart (No. 2 ooze hole 5% soil sample+95% fine sand)
Figure 19: ooze burst experimental phenomena and time chart (No. 2 ooze hole 20% soil sample+80% fine sand)
Figure 20: ooze burst experimental phenomena and time chart (No. 2 ooze hole 5% Bin County soil sample+95% fine sand)
Figure 21: ooze burst experimental phenomena and time chart (No. 2 ooze hole 20% Bin County soil sample+80% fine sand)
Figure 22 a: apparatus structure synoptic diagram of the present invention
Figure 22 b: the sectional view of the A-A of Figure 22 a
Among Figure 22 a, Figure 22 b, 1 is the constant voltage water inlet, and hydraulic gradient is constant in the warranty test process.2 is cylindrical shell, and 3 is water, and 4 is pressure tap, and 5 is sand, and 6 is funnel, and 7 is the seepage sheet, and 8 is weepage holes, and 9 is support, and 10 is container.
Embodiment
Before carrying out the burst leaking destructive performance test, also need the sand sample is carried out several standard soil tests, grasp the physical property and the watery of soil sample, so that the relation of the watery of comparative analysis sand and burst leaking destructive performance.
1, supporting standard soil test
Mining area sand sample in kind is from Bin County hyposulculus colliery, Shaanxi, and a component curve of this soil sample is seen Fig. 1.
The different burst leaking destructive performances that contain sticking amount sand of research, the clay of experiment usefulness selects Taiyuan soil, Heze soil and the wall clay of remonstrating with, and its component curve is seen Fig. 2, and a component curve of carse, medium and small sand is seen Fig. 3.
According to the situation in mining area, infiltration and burst leaking destructive performance test are all made closely knit sample and are done experiment.The clay content of every then increase by 5% is done experiment, and reaches 20% to the argillaceous amount.Be that sand is: the sand of 5% clay+95%, the sand of 10% clay+90%, the sand of 15% clay+85%, the sand of 20% clay+80%.
The sand compound is done specific gravity test; Separating tests (screening and picnometer simultaneous determination); The basic engineering nature parameters with the sand of clay content increase is obtained in the soil test of standard such as relative density test and constant head permeability test.
1) proportion
Proportion (SL237--1999 carries out according to the existing test standard of country " Standard for test methods of earthworks ") to Shaanxi Bin County clay sample in kind, carse, medium and small sand, three kinds of clays and sand compound:
The soil sample specific gravity test adopts the long-neck pycnometer, and distilled water boils degassing method.The proportion result is used for a separating tests and calculates.Proportion the results are shown in Table 1, table 2.
Table 1 soil sample specific gravity test result
Table 2 sand compound specific gravity test result
2) screen analysis test
The particle of soil sample and sand sample is formed test, adopts sieve formula (d＞0.1mm) and the first kind hydrometer method (simultaneous determination of d＜0.1mm).
The 1st batch carry out earlier fine sand, in thin and coarse sand and 3 kinds of plans are done the blending clay and Shaanxi Bin County soil sample grain composition is seen Fig. 1-Fig. 3.
3) relative density test
Test (according to soil-010-78) the funnel method is adopted in the minimum dry density measurement of relative density test according to " earthwork test rule " relative density; Maximum dry density adopts the vibration method.This result controls the result of test, and controlling for the sample preparation density of infiltration of sand compound and fluidity test provides foundation.The results are shown in Table 3.
Sand relative density result commonly used and sand close relation see Table 4, and the dry density of selected each the sand compound relative density Dr=0.75 correspondence of this research is the sample preparation dry density of constant head infiltration and fluidity test.
The relative density test result of table 3 sand compound
Table 4 sand tightness degree and relative density relation table
4) constant head permeability test
Baked sand and soil are all used in the sample preparation of 3 kinds of sand compound permeability tests.Specimen finish is 10.5cm, and the sample height is 10cm, divides 5 layers of preparation, hits the closely knit soil sample of real one-tenth after every layer of sand compound mixes by the dry ground ratio.Adopt the constant head test method, test water is no air water, and water (flow) direction from the bottom to top.Sample carries out permeability test by code requirement after head is saturated.As can be seen from Table 5.
(1) under the closely knit on an equal basis relatively condition, the waterpower critical gradient of coarse sand compound and destruction gradient scope are between 4.1～6.6, the waterpower critical gradient of medium sand compound and destruction gradient scope are between 2.35～5.6, and the critical gradient of fine sand compound and destroy the gradient scope only between 1.03～2.6, promptly the coarse sand compound is higher than the anti-head that washes away of fine sand compound;
(2) along with clay content increased to 20% o'clock by 5%, the infiltration coefficient of coarse sand and medium sand obviously dwindles 7～6 times, along with clay content increased to 20% o'clock by 5%, the infiltration coefficient of fine sand dwindles less than 2 times, this phenomenon shows, what are bigger to the influence of the perviousness of coarse sand and medium sand for clay content, and are less to the perviousness influence of fine sand.The infiltration coefficient that contains 20% Heze soil+80% medium sand soil sample except that medium sand is 8.1 * 10
-4(cm/s) outside, the infiltration coefficient of all the other 3 kinds of sand compounds is A * 10
-3(cm/s) magnitude is the water permeability earth material.
Table 5 sand compound permeability test is table as a result
2, burst leaking destructive performance test
This is by closely knit sand compound, and the burst leaking destructive performance parameter under certain head effect shows the operability and the test findings of test.
1) experimental technique
The sample preparation controlling index is identical with permeability test, and it is 12cm that the interior sand of earth pillar and funnel adds up to soil thick.The sand compound is at the sample of dense state, and (with water saturation time be from bottom to top, adding an overflow vent above) is under 2 critical hydraulic gradient conditions at head after saturated, by oozing the test situation of the sheet of bursting.During test water (flow) direction from top to bottom, the top overflow is in order to keep constant head, test water is a tap water.When waterpower reaches 2 multiple proportions and falls, pull out rubber stopper under the funnel, there is muddy water to drip the zero-time that following time is on-test, be to be coated with allly to show that woods closes envelope a bit in the contact position of pad and cylindrical shell.In the observation experiment process, the flow situation and the time relationship of passing through funnel of different clay content saturated sand compounds.
Described sample is closely knit sample, and through water saturation; Described under certain head effect, be 2 than precipitation head, critical destruction ratio falls, coarse sand compound 4.1～6.6, medium sand compound 2.35～5.6, fine sand compound 1.03～2.6.
Head ratio falls:
L seepage flow length, the loss of flood peak of Δ h seepage flow length L
2) concrete experimentation
The sand particle diameter is very responsive to the seepage outlet diameter, and the seepage diameter is the key factor that can the sand compound stable, and the 1 ~ 10mm of processing series for this reason oozes the routed sheet that oozes of the diameter of bursting.According to test of many times, determine that 3 kinds of exemplary aperture ooze routed sheet, 0
#The aperture is respectively φ=6.57mm, 1
#The aperture is φ=6.33mm and 2
#The aperture is φ=4.83mm.
Table 6 sand compound oozes the bad test findings table of diabrosis
3) experimental result
In oozing the bad test of diabrosis, arrangement being oozed soil sample in the test of bursting and oozing the test findings of bad state of diabrosis and see Table 6 and Fig. 7～Figure 12.Its failure law is as follows:
(1) when soil sample mud extraction water droplet and flow under 2 effects of pressing than precipitation increased, the sand compound can destroy within a short period of time;
(2) (Fig. 8 and Figure 12) under the equal conditions, the coarse sand of argillaceous amount 20% and fine sand compound sand running-down sample total amount about 1/5 after, also have the phenomenon of silting self-healing; And the coarse sand of argillaceous amount 5% and fine sand compound, soil sample can be destroyed fully with the mud extraction water flow mode;
The bad aperture of diabrosis of oozing of coarse sand compound is that the bad aperture of diabrosis of oozing of 6.57mm, medium sand and fine sand compound is 6.33mm.
4) ooze self-healing state parameter in the bad test of diabrosis
The results are shown in Table 7 and Figure 13～Figure 21.Ooze and burst the aperture when oozing the bad aperture of diabrosis when choosing sand compound soil sample, then the part soil sample has muddy water to drip or the appearance of mud bar in the incipient stage of test usually, very fast sand silting self-healing subsequently is to contain sand water droplet or more clear water droplet, the sand compound at the trial between in keep steady state (SS), it is as follows to be referred to as " ooze burst self-healing phenomenon " its rule:
Table 7 sand compound (soil sample self-healing state) flow test is table as a result
(1) (Figure 16 and Figure 17) under the test condition, the flow of medium sand compound under soil sample steady seepage state, argillaceous amount 5% apparently higher than argillaceous amount 20%; ,
(2) flow of fine sand compound under soil sample steady seepage state fluctuates among a small circle, fine sand argillaceous amount 5% and mixed sand argillaceous amount 20%, flow close (seeing Figure 18 and Figure 19);
(3) the fine sand compound of Bin County earth material argillaceous amount 5%, in the time, the soil sample flow has the trend that reduces at flow test; The fine sand compound of Bin County earth material argillaceous amount 20%, in the time, the soil sample flow is in fluctuation among a small circle at flow test;
(4) the seepage self-healing aperture of coarse sand compound is that the seepage self-healing aperture of 6.33mm, medium sand and fine sand compound is 4.83mm.
3, test result analysis
According to above-mentioned test result, as seen:
(1) by detection method, on this test unit, coarse sand, medium sand and fine sand mixed soil sample that difference contains sticking amount all can obtain to ooze bad aperture of diabrosis accordingly and ooze the self-healing aperture value of bursting.
(2) sample with 20% Heze soil+20% coarse sand and 20% Heze soil+20% medium sand is an example, and the infiltration coefficient of coarse sand composite soil and medium sand composite soil is respectively 1.1 * 10
-3Cm/s (0.95m/d) and 8.1 * 10
-4Cm/s (0.70m/d), wherein, the infiltration coefficient of medium sand composite soil is lower, and watery is more weak.Both infiltration coefficients all belong to weak Fu Shui water-bearing zone less than 1m/d, can stay the sand barrier pillar of setting up defences.But both ooze bad aperture of diabrosis and are respectively 6.57mm and 6.33mm, ooze the self-healing aperture of bursting and are respectively 6.33mm and 4.83mm, and it is bad to show that diabrosis just can appear oozing under than the gap condition in the medium sand composite soil, bursts into mine.The hydraulic gradient of both seepage failures is respectively 6.6 and 5.6, shows that the easier head that reaches seepage failure of medium sand composite soil is lower.In sum, 20% Heze soil+20% medium sand is higher to the danger of the routed sand of mine than 20% Heze soil+20% coarse sand.Simultaneously show that also this detection method and test findings have higher utility and clear and definite engineering significance.
(3) engineering significance that oozes bad aperture of diabrosis (splitting wide) is, when reaching, mining influence surpasses when oozing the bad aperture of diabrosis degree, not only aquifer sand layer can ooze all that diabrosis is bad to enter mine, and other loose aquifer above the aquifer sand layer or surface water also may enter mine subsequently.
(4) engineering significance of " ooze burst self-healing aperture " is, oozes when bursting self-healing aperture degree when mining influence reaches to surpass, and aquifer sand layer can ooze partly that diabrosis is bad to enter mine, and other loose aquifer above the aquifer sand layer or surface water can not enter mine subsequently.
Claims (5)
1, the detection method of sand burst leaking destructive performance, it is characterized in that: it may further comprise the steps:
(1) get soil sample to be detected, the deep soil sample adopts boring and sampler;
(2), determine the relative density and the hydraulic gradient of sample according to the actual measurement head and the density of sampling spot;
(3) sample is put into outlet and be funnelform cylindrical shell, be provided with the routed sheet that oozes that oozes the hole of bursting in the bottom of funnel, under certain head effect, measure fluid flow and time relationship by funnel, and curve plotting.
(4) in the process of measuring, switch the different pads that ooze the aperture of bursting, measure when pad with certain aperture, when sand muddy water occurring and all flowing out, be and ooze the bad critical point of diabrosis, the aperture is " oozing bad aperture of diabrosis "; Measure when the pad with certain aperture, sand muddy water occurs and partly flow out when stopping then, be the critical point of oozing the self-healing of bursting, the aperture is " oozing the self-healing aperture of bursting ".
2, the detection method of a kind of sand burst leaking destructive performance according to claim 1, it is characterized in that described sample is to contain sticking amount to be respectively 5%, 10%, 15% or 20% coarse sand or medium sand or fine sand, the sample relative density is 0.75, and the height of sample is 12cm, and through water saturation; Described certain head be 2 than precipitation head, test is tested respectively by oozing burst sheet aperture or fracture width difference.
3, a kind of device that is used for the described detection method of claim 1, it is characterized in that: it comprises: cylindrical shell, tube loam cake, the bottom of cylindrical shell is funnel-form, with holes or the crack of the exit pad one of funnel ooze routed sheet, the constant voltage water inlet is established on the top of cylindrical shell, also comprises the support that supports cylindrical shell; Oozing routed sheet aperture or fracture width is that series changes.
4, a kind of device that is used to detect the sand burst leaking destructive performance, it is characterized in that: it comprises: cylindrical shell, tube loam cake, the bottom of cylindrical shell is funnel-form, with holes or the crack of the exit pad one of funnel ooze routed sheet, the constant voltage water inlet is established on the top of cylindrical shell, also comprises the support that supports cylindrical shell; Oozing routed sheet aperture or fracture width is that series changes.
5,, according to claim 3 or 4 described devices, it is characterized in that: the aperture of oozing the sheet of bursting is between 1-10mm, and becoming oozing of the series sheet aperture difference of bursting is 0.5mm.
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| CN102129810A (en) * | 2011-01-25 | 2011-07-20 | 中国矿业大学 | Physical simulation device for seepage of mine water |
| CN102129810B (en) * | 2011-01-25 | 2013-05-15 | 中国矿业大学 | Physical simulation device for seepage of mine water |
| CN102277850A (en) * | 2011-05-05 | 2011-12-14 | 水利部交通运输部国家能源局南京水利科学研究院 | Model experimental device for piping damage development process of embankment project sandy soil |
| CN102277850B (en) * | 2011-05-05 | 2013-05-15 | 水利部交通运输部国家能源局南京水利科学研究院 | Damage development mdel experimental device for process of embankment project piping-typed soils |
| CN102914483A (en) * | 2012-10-24 | 2013-02-06 | 中国矿业大学(北京) | Method for high-pressure infiltration experiment of deep undisturbed clay |
| CN104265365A (en) * | 2014-10-14 | 2015-01-07 | 中国矿业大学 | Simulation test device and test method of sand inrush |
| CN106205340A (en) * | 2016-09-29 | 2016-12-07 | 西安科技大学 | Mine earth's surface raceway groove flowing water is burst water yield experiment porch |
| CN106228889A (en) * | 2016-09-29 | 2016-12-14 | 西安科技大学 | Burst based on mine earth's surface raceway groove flowing water the experimental technique of water yield experiment porch |
| CN109540729A (en) * | 2018-12-04 | 2019-03-29 | 三峡大学 | Evaluate the device and method that long-term seepage acts on lower sand degree of injury |
| CN109540729B (en) * | 2018-12-04 | 2021-07-30 | 三峡大学 | Device and method for evaluating sand damage degree under long-term seepage effect |
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