CN103674809A - Water-resisting property test device and method for deep deformation clay - Google Patents
Water-resisting property test device and method for deep deformation clay Download PDFInfo
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- CN103674809A CN103674809A CN201310695576.XA CN201310695576A CN103674809A CN 103674809 A CN103674809 A CN 103674809A CN 201310695576 A CN201310695576 A CN 201310695576A CN 103674809 A CN103674809 A CN 103674809A
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Abstract
The invention discloses a water-resisting property test device and method for deep deformation clay. The water-resisting property test device comprises a clay tensile deformation device, a clay shear deformation device, a clay bend deformation and a clay permeability device. The method comprises the following steps: firstly, undisturbed clay samples with different depths are subjected to tension, bend and shear failure tests to obtain a deformation and failure law of the clay; then quantitative tension, shear and bend are performed on the clay samples, the permeability of the deformed clay samples at the moment is tested, and a change law of the water-resisting property of the mining deformation clay is summarized through comparison of the clay permeability before deformation and after deformation; and finally, mining deformation prediction is performed on a water-proof key claypan under known mining engineering conditions, the water-resisting property of the water-proof key claypan is evaluated according to a law summarized from the test and used for guiding relevant technicians to make a correct decision in coal mining under water.
Description
Technical field
The present invention relates to a kind of coal measure strata and adopt dynamic deformation clay experimental provision, relate in particular to a kind of buried distortion clay water-resisting property test unit and method.
Background technology
General coal measure strata has significant hierarchical nature, and Quaternary Strata (unconsolidated formation) is mainly the main water-resisting layer forming (group) by take clay, sandy clay, is that the main mutual deposition in water-bearing zone (group) forms with take sand bed, grit layer.Theory and practice all proves, the certain thickness clay seam that possesses specific physical property in unconsolidated formation has good water isolating, in coal mining field, can be used as water proof key stratum, the hydraulic connection that intercepts its water-bearing zone, top and water-bearing zone, bottom, has vital role for safety coal mining under water body.
Because mining, cause goaf around until the strata movement on earth's surface, the phenomenon of deformation and failure and process are called strata movement.Wherein strata movement and deformation refers to rock stratum produces under the impact of mining sinking, inclination, curvature, moves horizontally and horizontal distortion.
As shown in Figure 1, in above-mentioned 5 kinds of movements and deformations situations, sink and tilt easily to cause the detrusion of rock stratum, horizontal distortion and move horizontally stretching and the compression deformation that easily causes rock stratum, and curvature causes the flexural deformation of rock stratum.
Because clay particle becomes flat pattern, align effect, make to be parallel to aspect and present significant anisotropy perpendicular to the perviousness of bedding angle, such as kaolinic horizontal and vertical infiltration is than the height that can reach 20.Yet the clay after distortion can produce longitudinal crack, the poor stiff clay of plasticity especially.Due to the existence of network of fracture, make the infiltration coefficient of clay close to rough sand, such clay seam has lost the character of water proof.In coal mining under water-bodies process, once erroneous judgement just may cause gushing water dangerous.
In prior art, native infiltration and mechanical test are only limited to the problem services such as seepage flow into earth structure, ground and dykes and dams, stable and sedimentation, these test methods can not meet mining engineering field for the demand of grasping original state clay and being exploited seepage flow Changing Pattern after disturbance.First, due to the difference of structure, group structure and physicochemical environment, the character of heterogeneity activated clay is far apart different; Secondly, the clay after movement and deformation is made because buried depth is difficult to more greatly acceptor's wage reform, and the interior fixed compression of clay seam short time that loses water isolating is restricted.
Summary of the invention
The object of this invention is to provide a kind of buried distortion clay water-resisting property test unit and method that can obtain by experiment adopting the water-resisting property qualitative change law of dynamic deformation clay.
The object of the invention is to be achieved through the following technical solutions:
Buried distortion clay water-resisting property test unit of the present invention, comprises clay stretcher strain device, clay detrusion device, clay flexural deformation device and clay pervasion device;
Described clay stretcher strain device comprises the base being fixed on worktable, on described base, be fixedly connected with fixed mount, described base is provided with groove, in described groove, be provided with movable stand, described movable stand is engaged with horizontal screw lead, the outer end of described leading screw is provided with rocking handle, the upper end of described fixed mount and movable stand is respectively equipped with supporting plate and gland, two relative one end of supporting plate are provided with scale, between described supporting plate and gland, be provided with tight part, described splint upper surface and gland lower surface are respectively equipped with cruciform grid.
The above-mentioned buried distortion clay water-resisting property test unit of application of the present invention carries out the method for buried distortion clay water-resisting property test, comprises step:
1) first to the original state clay sample of different depth stretch, the test of bending and shear failure, grasp deformation of clay failure law;
2) then clay sample is quantitatively stretched, sheared and crooked, the perviousness of soil sample is now out of shape in test, be out of shape the perviousness of front and back clay by contrast, and the water-resisting property qualitative change law of dynamic deformation clay is adopted in summary;
3) finally the crucial clay seam of the water proof under known mining engineering condition is adopted to dynamic deformation and estimate, according to Test Summary rule, the crucial clay seam water-resisting property of water proof is evaluated, for instructing person skilled to make correct decisions to coal mining under water-bodies.
As seen from the above technical solution provided by the invention, buried distortion clay water-resisting property test unit and method that the embodiment of the present invention provides, owing to comprising clay stretcher strain device, clay detrusion device, clay flexural deformation device and clay pervasion device, can stretch to the original state clay sample of different depth, crooked and shear failure is tested, grasp deformation of clay failure law, and clay sample is quantitatively stretched, shear and bending, the perviousness of soil sample is now out of shape in test, the perviousness of clay before and after being out of shape by contrast, the water-resisting property qualitative change law of dynamic deformation clay is adopted in summary, then the crucial clay seam of the water proof under known mining engineering condition being adopted to dynamic deformation estimates, according to Test Summary rule, the crucial clay seam water-resisting property of water proof is evaluated, be used for instructing person skilled to make correct decisions to coal mining under water-bodies.
Accompanying drawing explanation
Fig. 1 adopts in prior art to cause rock stratum stretching, bending and detrusion schematic diagram;
Fig. 2 is embodiment of the present invention medium clay soil stretcher strain device schematic diagram;
Fig. 3 is embodiment of the present invention medium clay soil detrusion device schematic diagram;
Fig. 4 is embodiment of the present invention medium clay soil flexural deformation device schematic diagram;
Fig. 5 is embodiment of the present invention medium clay soil perviousness device schematic diagram;
Fig. 6 is that thickness rate is drawn in the sudden change of embodiment of the present invention medium clay soil perviousness;
Fig. 7 is that embodiment of the present invention medium clay soil loses water-resisting property and draws thickness rate;
Fig. 8 is that in the embodiment of the present invention, 1cm stretcher strain clay bears limit hydraulic pressure;
Fig. 9 is that in the embodiment of the present invention, sample 3 clays draw thickness rate and water-resisting property relation.
In figure:
21, worktable, 22, base, 23, fixed mount, 24, supporting plate, 25, tight part, 26, gland, 27, soil sample, 28, scale, 29, leading screw, 210, movable stand, 211, rocking handle;
31, worktable, 32, supporting plate, 33, tight part, 34, gland, 35, soil sample, 36, scale, 37, leading screw, 38, rocking handle, 39, fixed mount;
41, worktable, 42, fixed bar, 43, bayonet ring, 44, cylinder;
51, end cap, 52, leaking hole, 53, sleeve pipe, 54, tensimeter, 55, flowmeter, 56, inlet pipeline, 57, valve.
Embodiment
To be described in further detail the embodiment of the present invention below.
Buried distortion clay water-resisting property test unit of the present invention, its preferably embodiment be:
Comprise clay stretcher strain device, clay detrusion device, clay flexural deformation device and clay pervasion device;
Described clay stretcher strain device comprises the base being fixed on worktable, on described base, be fixedly connected with fixed mount, described base is provided with groove, in described groove, be provided with movable stand, described movable stand is engaged with horizontal screw lead, the outer end of described leading screw is provided with rocking handle, the upper end of described fixed mount and movable stand is respectively equipped with supporting plate and gland, two relative one end of supporting plate are provided with scale, between described supporting plate and gland, be provided with tight part, described splint upper surface and gland lower surface are respectively equipped with cruciform grid.
Described clay detrusion device comprises that one end is clamped in the fixed mount on worktable, the other end of described fixed mount is engaged with vertical leading screw, the lower end of described leading screw is provided with rocking handle, the upper end of described fixed mount and leading screw is respectively equipped with supporting plate and gland, two relative one end of supporting plate are provided with scale, between described supporting plate and gland, be provided with tight part, described splint upper surface and gland lower surface are respectively equipped with cruciform grid.
Described clay flexural deformation device comprises the fixed bar that is fixed on worktable edge by bayonet ring, and described fixed bar is provided with the cylinder of a plurality of different-diameters.
Described clay pervasion test unit comprises the sleeve pipe being supported on underframe, the two ends of described sleeve pipe are respectively equipped with end cap, the end cap of one end is connected with inlet pipeline, and the end cap of the other end is provided with leaking hole, and described inlet pipeline is provided with flowmeter, tensimeter and valve.
The above-mentioned buried distortion clay water-resisting property test unit of application of the present invention carries out the method for buried distortion clay water-resisting property test, its preferably embodiment comprise step:
1) first to the original state clay sample of different depth stretch, the test of bending and shear failure, grasp deformation of clay failure law;
2) then clay sample is quantitatively stretched, sheared and crooked, the perviousness of soil sample is now out of shape in test, be out of shape the perviousness of front and back clay by contrast, and the water-resisting property qualitative change law of dynamic deformation clay is adopted in summary;
3) finally the crucial clay seam of the water proof under known mining engineering condition is adopted to dynamic deformation and estimate, according to Test Summary rule, the crucial clay seam water-resisting property of water proof is evaluated, for instructing person skilled to make correct decisions to coal mining under water-bodies.
Buried distortion clay water-resisting property test unit of the present invention, the distortion clay water-resisting property experiment for to field of mining, comprises clay stretcher strain device, clay detrusion device, clay flexural deformation device and clay pervasion device.Assessment method comprises deformation of clay method for predicting etc. under deformation of clay, perviousness evaluation index and mining influence.
Specific embodiment:
One, experimental provision:
1, clay stretcher strain device:
As shown in Figure 2, comprise base, fixed mount, movable stand, leading screw, scale, supporting plate and gland etc.Base through screws is fixed on worktable, and fixed mount is connected with base, is used for fixing total; Movable stand can slidably reciprocate in base groove, is stretched and is carried out restrained stretching deflection with scale, to sample being loaded to different stretcher strain amounts by leading screw; Supporting plate and gland are used for stepping up clay sample, have two blocks of supporting plates and two glands, at splint upper surface and gland lower surface, are processed with " ten " glyph grid, prevent that test specimen from sliding, and supporting plate and gland spacing are adjustable by tight part.
During experiment, by leading screw, control movable stand integral body and the whole closed butt joint of fixed mount, guarantee that two supporting plate surface of contact fit together perfectly.Previously prepared good soil sample is placed on to supporting plate center, guarantees that specimen finish aligns with supporting plate connecting sewing, suitably exert pressure after adding upper press cover, completed preliminary work after adjusting scale 0 scale position alignment center seam.After this according to test demand, can do fail in tension test or quantitatively tension test to sample.
2, clay detrusion device:
As shown in Figure 3, comprise fixed mount, leading screw, scale, supporting plate and gland etc.Fixed mount lower end is clipped in worktable edge, by screw, fixedly makes total firmly be stuck on worktable; Supporting plate and gland are used for clamping clay sample, have equally two blocks of supporting plates and two glands, and the distance between gland and supporting plate is adjustable by tight part, at splint upper surface and gland lower surface, has " ten " glyph grid, prevent that test specimen from sliding; The supporting plate on right side and gland can move up and down by leading screw, and amount of movement is controlled by scale, to sample being loaded to different shearing displacements.
During experiment, first by leading screw, control right side supporting plate and gland supporting plate corresponding to left side and gland and align, require on the supporting plate of left and right plane in same level.Previously prepared good soil sample is placed on to two supporting plate centers, guarantees that specimen finish aligns with supporting plate connecting sewing, suitably exert pressure after adding upper press cover, complete preliminary work after adjusting scale 0 scale position alignment right side supporting plate lower surface.After this according to test demand, can do shear failure test or quantitative shear test to sample.
3, clay flexural deformation device:
As shown in Figure 4, the cylinder composition that comprises fixed bar and different-diameter.Fixed bar is fixed on worktable edge by bayonet ring, then by screw thread, can connect the cylinder of different-diameter; Outside diameter of cylinder is smooth, and diameter has 1cm, 3cm, 5cm and tetra-kinds of specifications of 10cm, for clay sample being carried out to the flexural deformation test under different curvature condition.
During experiment, pre-install according to demand cylinder on fixed bar, then directly previously prepared clay sample is attached to cylinder outer surface, assurance clay and cylinder are fitted completely, observe and test the being damaged deformation situation of sample under this curvature condition.Meanwhile, can carry out the test of alternating bending deformation and failure to clay.
4, clay pervasion test unit:
As shown in Figure 5, comprise inlet pipeline, flowmeter, tensimeter, sleeve pipe, valve, end cap and underframe etc., each several part is threaded connection, and adds unsintered tape, rubber ring etc. prevent from leaking at junction pad.Underframe is used for supporting total; End cap center has the aperture of different-diameter, and diameter has 1cm, 2cm, 3cm and 5cm, chooses the end cap of different openings size during the experiment of different-thickness clay sample; It is 54mm that sleeve pipe adopts drilling rod model SZG73E(external diameter 73mm, internal diameter), overall length 20cm, is used for filling clay sample, generally clay sample is attached to end cap, between clay and sleeve pipe, with plastic cement and glass cement, seals; Inlet pipeline is used for controlling water inlet, hydraulic pressure size and discharge.
During experiment, first inlet pipeline is connected, inlet valve is in closed condition, then end cap is opened, from end caps, put into the prefabricated patty clay sample identical with casing inner diameter, between sample and sleeve pipe, with after glass cement good seal, install end cap and complete preliminary work.
Two, test method:
1, sample preparation
(1) the required instrument that prepared by sample
A. dusting cover: aperture 0.5mm, 2mm.
B. platform balance: Hua Chao (HC) electronic scales, the 2kg that weighs, minimum division value 0.1g.
C. cutting ring: stainless steel material is made, internal diameter 100mm, 79.8mm, 61.8mm, 40mm and 20mm, height 40mm, 30mm, 20mm and 10mm.
D. hit sample device.
E. other: comprise and cut native cutter, fret-saw, baking box, sample box, moisture film and water sprager etc.
(2) original state clay sample preparation
1. soil sample is taken out from soil sample tube or packaging bag, peel off and seal with wax and adhesive tape.Check soil sample structure, when definite soil sample has been subject to disturbance or soil sampling mass when against regulation, should not prepare the sample of soil test.
While 2. cutting sample according to testing requirements with cutting ring, should be coated with skim vaseline at cutting ring inwall, cutting edge is to being placed down in soil sample cutting ring vertical depression, and with cutting native cutter along cutting ring outside cutting soil sample, limit flanging is cut to soil sample and is exceeded cutting ring, according to the soft or hard of sample, adopt steel wire certificate or cut native cutter leveling cutting ring two ends soil sample, clean cutting ring outer wall, claim cutting ring and native gross mass record.
While 3. cutting sample, level, smell, color, snotter, crack and the homogeneity of reply soil sample are described, to inductile and highly sensitive weak soil, and must not disturbance during sample preparation.The clay sample temporary preservative film encapsulation of cutting, and post label, indicates after the correlation parameters such as the source of soil sample and quality standby.
4. from Yu Tuzhong, get representative Specimen Determination water percentage.
(3) reshaped clay sample preparation
1. soil sample is taken out from soil sample tube or packaging bag, peel off and seal with wax and adhesive tape, the color of soil sample, smell, snotter and great soil group and degree of uniformity are described, and soil sample is cut into fragment, uniform mixing, gets Representative soil sample and measures water percentage.
2. to homogeneous with containing organic soil sample, should adopt Representative soil sample under natural moisture content state, for grain size analysis, boundary water ratio test.To heterogeneous soil, should get according to pilot project the soil sample of sufficient amount, be placed in ventilation airing to can grind loose till, to sand and the soil sample of carrying out specific gravity test, should at 105～110 ℃ of temperature, dry, to the content of organic matter surpass 50% soil, containing the soil of gypsum and sulfate, should at 65～70 ℃ of temperature, dry.
3. soil sample air-dry or that dry is placed on PP plate and uses wood to grind loose, to not containing the soil sample of sand and gravel, available clod-crusher grinds loose (clod-crusher must not be broken by grogs).
4. coarse-grained soil and fine grained soil after disperseing are sieved, to the calculous soil containing fine grained soil, should first be soaked in water and fully stir, make by the requirement of different tests project, to sieve after large or fine granule separation.
5. the loose air-dry soil sample of stone roller is passed through to the sieve of aperture 2mm or 5mm, got the lower soil sample of enough testing use of sieve, fully mix thoroughly, measure air-dry water percentage, pack in moisturizing cylinder or polybag standby.
6. according to testing required soil amount and water percentage, preparing the required amount of water of sample should be calculated as follows:
In formula, m
w---prepare the needed amount of water of sample (g);
M
0---wet soil (or wind desiceted soil) quality (g);
W
0---wet soil (or wind desiceted soil) water percentage (%);
W
1---the water percentage (%) that sample preparation requires.
7. take the air-dry soil sample of sieving and be laid in enamel tray, water is evenly sprayed in soil sample, after fully mixing thoroughly, pack in soil container and cover tightly, wetting diel.According to cutting ring volume and required dry density, the required wet soil amount of sample preparation should be calculated as follows:
m
0＝(1+0.01w
0)ρ
dV
In formula, ρ
d---the dry density (g/cm3) of sample;
V---volume of sample (cutting ring volume) (cm3).
8. adopt and hit sample method and carry out sample preparation, according to cutting ring volume and testing requirements dry density, the wet soil of required quality is poured in cutting ring, hit actual arrival desired density, then with cutting native cutter along finishing soil sample two ends, cutting ring outside, clean cutting ring outer wall, claim cutting ring and native gross mass record.The sample application preservative film of not testing immediately encapsulates and leaves in moisture maintainer standby.
2, deformation test
(1) failure test
Failure test be by test apparatus to the sample of certain specification stretch, bending and shearing be until sample reaches the test of complete destructiveness.Fundamental purpose is to measure the failure law of sample, grasps the distortion fracture of different clays, provides experimental basis for carrying out the quantitative deformation test of sample simultaneously.
1. tension test
In tension test, sample destroys under tension.The tension test of soil has two large classes: a class is Direct Determination, namely uniaxial tensile test; Another kind of is indirect determination method, and it comprises bending test, the axial squeeze crack test of the radially crushing test of cylindrical sample and cylindrical sample.This test adopts uniaxial tensile test, and its advantage is that in test, tension is clear and definite, simple and convenient.Process of the test is as follows:
A. at the sample preparing in advance, be coated with one deck vaseline or silicone grease outward to prevent the moisture evaporation in sample, the sample of handling well is placed on test instrument two supporting plate middles, adds and builds gland, and apply certain pressure by tight part;
B. after preliminary work completes, by slow rotational lead screw, sample is stretched, rate of extension is controlled at 0.1mm/min, until till breaking, whole process notes observing the destruction situation of sample, every stretching 0.5mm records the destruction form of sample;
C. the clay sample of getting heterogeneity, different-thickness carries out a and b operation, and recording-related information, sums up clay fail in tension rule.
2. shear test
The shearing experiment of clay comprises consolidation-undrained shear test, not consolidation-undrained shear test, consolidation draining shear test and consolidation draining shear test not.This process of the test belongs to not consolidation draining shear test, to greatest extent simulated field drainage condition.Test unit belongs to strain and controls formula direct shear apparatus, and process of the test is as follows:
A. at the sample preparing in advance, be coated with one deck vaseline or silicone grease outward to prevent the moisture evaporation in sample, the sample of handling well is placed on test instrument two supporting plate middles, adds and builds gland, and apply certain vertical pressure by tight part;
B. after preliminary work completes, by slow rotational lead screw, sample is sheared, shear rate is controlled at 0.1mm/min, until till cutting off, whole process notes observing the destruction situation of sample, every stretching 0.2mm records the destruction form of sample;
C. the clay sample of getting heterogeneity, different-thickness carries out a and b operation, and recording-related information, sums up clay shear failure rule.
3. bending test
The domestic bending test that clay is carried out is less, because bending test belongs to the mutation of clay fail in tension.Department of Water Conservancy of Tsing-Hua University once, to the real test specimen of hitting of four kinds of cohesive soils, measured by the method for native beam deflection, research unit dry weight and the impact of water cut on tensile characteristics.The main cylinder of different-diameter that adopts of this test carries out bending test to soil sample, the fail in bending situation of test clay under different curvature, and main experimental process is as follows:
A. at the sample preparing in advance, be coated with one deck vaseline or silicone grease outward to prevent the moisture evaporation in sample, the sample of handling well be attached to the drum surface of maximum gauge, observation clay sample fail in bending situation;
If there is not rupture failure in clay sample b. under large diameter cylinder condition, attempt successively the patch test of clay sample of the same race under the cylinder of minor diameter more, until clay sample generation rupture failure, record the limit damage curvature of this kind of clay;
C. clay test specimen is carried out the patch test of certain diameter cylinder, clay sample pros and cons attaches repeatedly, until clay generation rupture failure records this kind of clay at the attaching number of times of this diameter drum surface.
(2) quantitatively deformation test
Quantitatively deformation test is the same with failure test process, only clay sample is not destroyed, and only applies quantitative deflection.To stretch, be quantitatively deformed into example, same clay at least needs to prepare 5 parts, such as to the thick a certain clay sample of 1cm, carries out respectively the quantitative stretching of 0.5mm, 0.1mm, 0.15mm and 0.2mm, after stretching, keep the previous status of clay sample, with preservative film encapsulation, in order to permeability test, use.
Shear test in like manner.Flexural deformation test is mainly to flexural deformation under clay sample different curvature of the same race, and retains in order to permeability test and use.
3, permeability test
The perviousness of soil together with deformation behaviour, is the several important mechanical property of studying in soil mechanics with intensity.Its is studied under various potential energy effects, flow process and the regularity thereof of the fluid in native space (being generally water and air).It has important effect in mining engineering.
The main research purpose of this problem is that in the Quaternary system unconsolidated formation of research colliery, main water-resisting layer (lean clay of regional stability) is out of shape the water-resisting property Changing Pattern after disturbance, early-stage Study show the main water-resisting layer in Datun mining area (Kong Zhuan colliery 2-3 every with 4 2-3 every, Xu Zhuan colliery every, Yaoqiao coalmine 3 every with 4 every) be undisturbed under condition and can bearing top head pressure, intercept top water body under ooze.And its water isolating needs further to be studied after mining disturbance, so this research is will study disturbance clay pervasion Changing Pattern and be subject to hydraulic pressure failure law after all.
(1) undisturbed soil permeability test
The confined pressure that is difficult to the simulation residing geologic media of undisturbed soil and bears under laboratory condition, but guarantee the preparation of good boring and coring, sample and strict process of the test, native penetration property under Reality simulation environment, has directive significance to understanding the true character of soil to greatest extent.The process of undisturbed soil permeability test is as follows:
1. connect instrument, the soil sample preparing is in advance entangled to side with rubber sleeve, then from sleeve bottom, pack sleeve pipe into, at the sample edge installing, smear one deck glass cement, guarantee the sealing between soil sample and sleeve pipe.
2. select the suitable end cap ring flange of perforate, ring flange is fixed;
3. connect water source, by-pass valve control is slowly intake, and can control gas in second valve door row empty set pipe during beginning, allows after being full of water in sleeve pipe and closes the second valve again;
4. slow water-filling, observes manometric pointer, guarantees the mild rising of hydraulic pressure, observes end cap ring flange mesopore place drainage situation, the amount of seepage from flowmeter in record unit time simultaneously;
5. constantly pressurization, the draining of end cap ring flange mesopore increases, until soil sample is destroyed under high hydraulic pressure, water column is gone out, and records the maximum hydraulic pressure that soil sample can be born from tensimeter.
(2) disturbed soil permeability test
The permeability test process of disturbed soil is consistent with undisturbed soil permeability test process, only in being installed, sample process wants SC, the destruction that the Disturbance morphology of assurance disturbed sample is not subject to human factor, does not push the draw crack of soil sample and shears step in installation process.
Amount of seepage in disturbed sample permeability test process is obviously greater than undisturbed soil, carries out water yield record and laboratory drainage works in process of the test.
Three, experimental data processing
Above-mentioned tension test and the permeability test that only carries out three kinds of different clay samples, launches test figure and specimen deformation Percolation Law to describe below:
1, tension test
(1) fail in tension test
Altogether three kinds of clays having been carried out to fail in tension test, is respectively earth's surface, Beijing cohesive soil (being called for short " sample 1 "), buried depth 20m left and right, BK-2 hole, Yao Qiao ore deposit clay (being called for short " sample 2 ") and buried depth 42m left and right, BK-2 hole clay (being called for short " sample 3 ").
Due to sample 1 condition restriction that fetches earth, can not guarantee therefore sample 1 is pulverized the clay sample directly produced and reinvented, the clay intensity after reinventing is large compared with undisturbed soil intensity.Altogether three kinds of thickness samples have been carried out to sample, test findings is in Table 1.
Table 1 sample 1 different-thickness fail in tension coupon results
The plane of fracture mostly with the axis quadrature of sample, during sample fracture, often do not have obvious neck shape to shrink.Sample 2 and sample 3 are direct sample clay, although can not represent the mechanical characteristic of undisturbed soil completely, can better simulated field reality than manipulated soil.Sample 2 and sample 3 fail in tension test findings are respectively in Table 2 and table 3.
Table 2 sample 2 different-thickness fail in tension coupon results
Table 3 sample 3 different-thickness fail in tension coupon results
Consider that test objective is to grasp clay to be subject to the water proof character rule after disturbance deformation, and the continuity of clay fracture and connectivity are the key factors that affects the sudden change of clay water-resisting property, sum up the result of above test, summed up the key factor data of three kinds of clay sample destructive processs, the results are shown in Table 4.
The different clay fail in tension of table 4 character
Clay fracture length is surpassed to clay thickness as clay pervasion sudden change index, clay fracture is connected to the index that loses water proof character as clay, sum up by analysis the clay that draws perviousness sudden change and lose water-resisting property and draw thickness rate to see Fig. 6 and Fig. 7.
From table 4, Fig. 6 and Fig. 7, can find out, be the perviousness sudden change of clay or the thickness rate that draws that loses water-resisting property all shows as sample 3 > sample 2 > samples 1, illustrate that the water-resisting property of buried clay and deformation resistance are all good compared with superficial part clay.Wherein the mean specific of the perviousness of sample 3 sudden change is 1.23%, and the limit stretching ratio that loses water-resisting property is 1.72%.
(2) quantitatively tension test
Consider that quantitative deformation test is is permeability test service, and permeability test only can be tested the clay experiment of thickness 1cm under present condition, therefore quantitatively tension test quantitatively stretches to three kinds of thick samples of sample 1cm according to fail in tension test, and quantitatively tensile elongation record is in Table 5:
Table 5 is tensile elongation quantitatively
2, permeability test
The permeability test of three kinds of clay sample 1cm undisturbed soils (manipulated soil) and quantitative stretcher strain soil has been carried out in test, and sample 3 permeability test failure test data are as shown in table 6, and visual picture figure is shown in Fig. 8.
The limit hydraulic pressure that three kinds of thick clays of sample 1cm of table 6 bear
As shown in Figure 8, three kinds of limit hydraulic pressure straight line declines that clay sample can bear after stretching 1mm, the situation of bearing limit hydraulic pressure after the quantitative distortion of sample 2 and sample 3 is very close.As a whole, the clay that 1cm is thick draws thickness rate 1% at stretching 1mm() in the situation that causes clay to bear hydraulic pressure ability sharply declining.
3, brief summary
By above tension test and permeability test, shown:
(1) when clay draw thickness rate to reach 1% time, the perviousness sudden change of clay, water isolating subtracts greatly.Perviousness sudden change when wherein Yao Qiao BK-2 hole deep clay (buried depth 42m) draws thickness rate to reach 1.23%, higher than shallow embedding clay.
The thickness rate that draws that (2) three kinds of clays lose water-resisting property is completely 1.45%.When wherein Yao Qiao BK-2 hole deep clay (buried depth 42m) draws thickness rate to reach 1.72%, clay loses water isolating completely.
(3) permeability test shows: the limit head pressure that three kinds of clay samples that 1cm is thick can bear is 0.33MPa to the maximum; The distortion clay that draw ratio is greater than 1%, the ability of bearing head pressure sharply declines.
Four, clay seam water-resisting property evaluation method
1, clay seam movement and deformation is estimated
According to < < buildings, water body, railway and main roadway Coal Pillar Design and the relevant regulations of pressing in coal mining rules > >, as follows in the movement and distortion maximal value of semiinfinite exploitation gently inclined seam surface subsidence basin principal section and the computing formula of position:
Maximum sinking value W
cm=Mqcos α mm, position: x=∞; (1)
Maximum inclination value
mm/m, position: x=0; (2)
Maximum curvature value
10-3/m, position: x=± 0.4r; (3)
Maximum horizontal movement value U
cm=bW
cm, mm, position: x=0; (4)
Maximum horizontal deformation values
mm/m, position: x=± 0.4r; (5)
In formula: M---adopt thick, mm;
Q---subsidence factor;
α---seam inclination, degree;
B---displacement factor;
The major effect radius of r---evaluation work face of equal value, r=H
deng/ tg β;
H
deng---the mining effect degree of depth of equal value, m;
Tg β---major effect angle tangent;
2, clay seam water-resisting property is evaluated
According to clay experiment result, and clay seam movement and deformation estimates result, this clay seam is adopted to dynamic deformation after water-resisting property evaluate.
Take stretcher strain as example, the thickness rate that draws that the maximum tension distortion conversion of the clay seam being calculated by formula (4) or (5) is clay seam, if the maximum tension value of sample 3 clay seams that 10m is thick is 0.1m, draw so thickness rate to be 1%, according to sample 3 stretch test results (as Fig. 9), now clay, in perviousness cusp node, shows that the water-resisting property of clay seam weakens greatly, unfavorable to Mine Water.
The above; be only the present invention's embodiment preferably, but protection scope of the present invention is not limited to this, is anyly familiar with in technical scope that those skilled in the art disclose in the present invention; the variation that can expect easily or replacement, within all should being encompassed in protection scope of the present invention.Therefore, protection scope of the present invention should be as the criterion with the protection domain of claims.
Claims (5)
1. a buried distortion clay water-resisting property test unit, is characterized in that, comprises clay stretcher strain device, clay detrusion device, clay flexural deformation device and clay pervasion device;
Described clay stretcher strain device comprises the base being fixed on worktable, on described base, be fixedly connected with fixed mount, described base is provided with groove, in described groove, be provided with movable stand, described movable stand is engaged with horizontal screw lead, the outer end of described leading screw is provided with rocking handle, the upper end of described fixed mount and movable stand is respectively equipped with supporting plate and gland, two relative one end of supporting plate are provided with scale, between described supporting plate and gland, be provided with tight part, described splint upper surface and gland lower surface are respectively equipped with cruciform grid.
2. buried distortion clay water-resisting property test unit according to claim 1, it is characterized in that, described clay detrusion device comprises that one end is clamped in the fixed mount on worktable, the other end of described fixed mount is engaged with vertical leading screw, the lower end of described leading screw is provided with rocking handle, the upper end of described fixed mount and leading screw is respectively equipped with supporting plate and gland, two relative one end of supporting plate are provided with scale, between described supporting plate and gland, be provided with tight part, described splint upper surface and gland lower surface are respectively equipped with cruciform grid.
3. buried distortion clay water-resisting property test unit according to claim 2, is characterized in that, described clay flexural deformation device comprises the fixed bar that is fixed on worktable edge by bayonet ring, and described fixed bar is provided with the cylinder of a plurality of different-diameters.
4. buried distortion clay water-resisting property test unit according to claim 3, it is characterized in that, described clay pervasion test unit comprises the sleeve pipe being supported on underframe, the two ends of described sleeve pipe are respectively equipped with end cap, the end cap of one end is connected with inlet pipeline, the end cap of the other end is provided with leaking hole, and described inlet pipeline is provided with flowmeter, tensimeter and valve.
5. the method that the buried distortion clay water-resisting property test unit described in application rights requirement 1 to 4 any one carries out buried distortion clay water-resisting property test, is characterized in that, comprises step:
1) first to the original state clay sample of different depth stretch, the test of bending and shear failure, grasp deformation of clay failure law;
2) then clay sample is quantitatively stretched, sheared and crooked, the perviousness of soil sample is now out of shape in test, be out of shape the perviousness of front and back clay by contrast, and the water-resisting property qualitative change law of dynamic deformation clay is adopted in summary;
3) finally the crucial clay seam of the water proof under known mining engineering condition is adopted to dynamic deformation and estimate, according to Test Summary rule, the crucial clay seam water-resisting property of water proof is evaluated, for instructing person skilled to make correct decisions to coal mining under water-bodies.
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| CN107315084A (en) * | 2017-08-01 | 2017-11-03 | 河海大学常州校区 | It is a kind of to dredge the measuring method that clay cuts critical jet pressure |
| CN111811962A (en) * | 2020-06-15 | 2020-10-23 | 温州大学 | Unsaturated coarse-grained soil and water characteristic curve combined bending element measuring device |
| CN113109239A (en) * | 2021-05-18 | 2021-07-13 | 江西理工大学 | Improved multifunctional earth pillar penetration experiment device |
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| CN107315084B (en) * | 2017-08-01 | 2019-07-26 | 河海大学常州校区 | A kind of dredging clay cuts the measurement method of critical jet pressure |
| CN111811962A (en) * | 2020-06-15 | 2020-10-23 | 温州大学 | Unsaturated coarse-grained soil and water characteristic curve combined bending element measuring device |
| CN113109239A (en) * | 2021-05-18 | 2021-07-13 | 江西理工大学 | Improved multifunctional earth pillar penetration experiment device |
| CN113109239B (en) * | 2021-05-18 | 2022-10-14 | 江西理工大学 | Improved multifunctional earth pillar penetration experiment device |
| CN114002008A (en) * | 2021-11-24 | 2022-02-01 | 滨州学院 | Sampling device for soluble organic carbon in coastal wetland soil and using method |
| CN114002008B (en) * | 2021-11-24 | 2023-08-15 | 滨州学院 | Sampling device for soluble organic carbon in coastal wetland soil and using method thereof |
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Application publication date: 20140326 |