CN102323196A - Design manufacturing and application of triaxial penetration tester - Google Patents
Design manufacturing and application of triaxial penetration tester Download PDFInfo
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- CN102323196A CN102323196A CN201110133687A CN201110133687A CN102323196A CN 102323196 A CN102323196 A CN 102323196A CN 201110133687 A CN201110133687 A CN 201110133687A CN 201110133687 A CN201110133687 A CN 201110133687A CN 102323196 A CN102323196 A CN 102323196A
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Abstract
Design manufacturing and application of a triaxial penetration tester of the invention breaks through the limitation of permeability coefficient testing in Standard for soil test method GB/T50123-1999 and Specification of soil test SL237-014-1999. According to the invention, the tester is designed based on a varying-head principle; with water head with a height of up to 47 m provided by an air compressor, a constant head can be used to process the test results. Coarse grained soil and fine grained soil can be calculated both by a constant head and by a varying head, and the results are of the same order of magnitude and are quite close to each other. The tester of the invention comprises an air compressor, a penetration tester frame, a triaxial penetration pressure chamber, a liquid level sensor, a test data collector and a receiver, a data processing software, and a computer. Data are read on-line, are stored automatically, and samples of 10-9 cm/s or lower can be tested. The tester of the invention can test permeability coefficients of undisturbed soil, disturbed soil, and additive mixtures of soil and cement. The sample preparation method is simple and practical; the test is rapid and convenient, and covers the application fields which require permeability coefficient testing in soil mechanics or materials science.
Description
Technical field
The present invention relates to design and manufacturing and be used to test hyposmosis coefficient (10
-9The cm/s order of magnitude) the three-axis penetration testing tool of sample.The sample of test can be pure soil material, can be the composite material of soil and cement, flyash, micro mist slag, volcanic debris or gangue etc.; Other are such as nonmetallic minerals such as native and rauhkalk, smectite, illite, smalite, zeolite, zeyssatite; Also can be that the various combinations of above-mentioned all products can form after composite and comprise the sample that can form hydrated calcium silicate mineralogical composition after calcium silicate or the aquation.As long as final specimen forms certain density, possess certain intensity, hardness, cohesiveness, flowability and water-retaining property, can on the three-axis infiltration experiment appearance, carry out the test of infiltration coefficient.
Background technology
Because it is very complicated influence the factor of infiltration coefficient, like the particle composition of soil, the mineralogical composition of colloidal content, configuration state, density, grogs and water etc. all are enough to influence its Correct Determination.The infiltration coefficient that current the whole bag of tricks indoor and on-the-spot usefulness is measured remains a more rough numerical value, and in fact the assay method of infiltration coefficient still is among research and the improvement.
In civil engineering work and soil mechanics field; Now national standard " Standard for test methods of earthworks GB/T 50123-1999 " has two kinds with the present results of permeability tests method of water conservancy industry standard " earthwork test rule SL237-014-1999 ": 1, constant head permeability test, 2, variable head permeability test.
Because the infiltration coefficient variation range of soil is very big, from 10
-1～10
-8Cm/s, selecting for use of the method for osmotic coefficient investigating is the perviousness size decision according to soil sample.For infiltration coefficient (k) greater than 10
-4The soil of cm/s adopts hydrostatic head method, and infiltration coefficient (k) is 10
-4～10
-7The soil of cm/s adopts variable water level method.
1, constant head permeability test
Constant head permeability test is applicable to coarse-grained soils such as sand, uses 70 type permeameters (Ji Mushi permeameter) according to regulation in " Geotechnical Engineering instrument basic parameter and general technical specifications GB/T 15406-2007 ", sees shown in the accompanying drawing 1.
Regulation according to GB/T 15406-2007; With the matching used barrel bore of 70 type permeameters be 100mm; Height is 300～400mm; And the internal diameter of cylinder should be greater than 10 times of maximum particle diameter in the sample, to avoid becoming the test error that causes greatly because of the hole along cylinder peripheral part sample makes peripheral part flow greatly.
Constant head permeability test is current under a constant head difference effect through soil sample, measures the infiltration coefficient that at the appointed time flow calculates soil.Soil sample length is fixed value during test, and hydraulic slope is a constant like this, and according to Darcy's law, seepage discharge is:
In the formula: Q---seepage discharge (cm
3);
K---infiltration coefficient (cm/s);
I---hydraulic slope;
H---the loss of flood peak (cm);
L---permeation pathway length (cm);
A---sample sectional area (cm
2);
T---the time (s).
2, variable head permeability test
Variable head permeability test is applicable to fine grained soils such as clayey soil and slity soil, uses southern 55 type permeameters according to regulation in " Geotechnical Engineering instrument basic parameter and general technical specifications GB/T 15406-2007 ", sees that accompanying drawing 2 is with shown in Figure 3.
Variable head permeability test is to carry out under the head pressure influence that changes through the infiltration of soil sample.Equate with head buret flow that according to the seepage flow through soil sample in the same time derivation draws the varying head infiltration coefficient.Infiltration coefficient can be tried to achieve by following formula:
In the formula: 2.3---the conversion coefficient of ln and lg;
Basal area (the cm of a---varying head pipe
2);
T1, t2---survey the initial sum termination time (s) of reading head;
H1, H2---initial sum stops head (cm).
3, calculating and achievement arrangement
By formula calculate constant head infiltration coefficient and varying head infiltration coefficient.And be calculated as follows the infiltration coefficient under the standard temperature.
In the formula: k20---the infiltration coefficient of sample (cm/s) during standard temperature;
K---the infiltration coefficient of sample (cm/s) during test temperature;
η
TAnd η
20---the coefficient of dynamic viscosity (kPas) of water when being respectively T ℃ and 20 ℃, can table look-up coefficient of dynamic viscosity, the coefficient of viscosity ratio of water, temperature correction value.
Summary of the invention
One, general introduction
The three-axis infiltration experiment appearance is that a kind of sample that can let applies different ambient pressures and the earthwork test Instrument that applies different osmotic power, is applicable to the mensuration of the infiltration coefficient of various soil.The basic theories of infiltration law is satisfied in the design of this instrument; By the ambient pressure device of air pressure loading and voltage stabilizing, three-axis infiltration experiment container set in one; Developed and optimized the working specification of China simultaneously about the national sector standard of permeability test; Therefore have a kind of novel test device of compact conformation, characteristics such as reasonable in design, simple to operate, easy to use, this device can carry out two samples and carry out synchronously.
Two, the object of the invention:
1, a kind of instrument and method of testing low permeability material is provided, this method is simple, cost is low.
2, widen the kind of the material of test infiltration coefficient; Not only can test the infiltration coefficient of soil; Can also test the material of other various abilities and soil combination, such as: adjuvants such as cement, flyash, micro mist slag, volcanic debris, gangue, rauhkalk, smectite, illite, smalite, zeolite, zeyssatite;
Conventional test methods can only be tested the infiltration coefficient of pure soil, and can only test k=10
-7This order of magnitude of cm/s gets the infiltration coefficient of clayey soil, and is just powerless for the test of low permeability material more.Be compared to traditional method, the present invention introduces air compressor as a kind of desirable replacement scheme that ultrahigh-water head is provided.The infiltration coefficient of test can reach k=10
-9On this one magnitude of cm/s, even 10
-10Cm/s or more the infiltration coefficient of low-permeability sample can accomplish that also the time that is saturated needs can be longer accordingly.Synoptic diagram of the present invention is seen Fig. 4, Fig. 5～Figure 19 between corresponding pictorial diagram.
Three, test principle
Fundamental diagram of the present invention is seen Figure 20.
Soil sample to be tested places triaxial pressure indoor, and all there is permeable device at two ends up and down.Under different ambient pressure effects, can carry out consolidation draining, also consolidation draining not.Open the water discharging valve passage, under the seepage pressure effect, the top-down infiltration of soil sample, its seepage pressure size is kept watch on through precision pressure by valuator, confirms seepage pressure according to sample infiltration speed simultaneously.Soil sample is oozed out inflow gauge line (body becomes pipe) through flow action.Test collection by hydraulic pressure (body change) sensor input computing machine.Thus according to flow, time, soil sample height, soil sample area, seepage pressure, thereby can calculate coefficient of permeability K v.
Four, the key technical indexes
1, soil sample diameter 61.8mm, i.e. soil sample area 30cm
2, another kind of soil sample diameter 70.0mm, i.e. soil sample area 38.5cm
2:
2, specimen height 40mm;
3, confined pressure 0～600kPa;
4, seepage pressure 0～500kPa is equivalent to the 50m water colunm height;
5, varying head (seepage flow) variation range 0～50cm (0～50ml), precision 0.1cm (0.1cc);
6, infiltration capacity is carried out real-time data acquisition 0～50ml by body change sensor and computing machine;
7, the basal area of varying head measuring tube is 1cm
2About.
Five, chief component and accessory
1, atmospheric pressure source: provide by low noise formula air compressor etc.
2, the consolidation pressure application system is made up of confined pressure valuator, precision pressure gauge, three-axis penetration pressure chamber etc. on every side.Valuator (pressure regulator valve) 0～800kPa; Precision pressure gauge, 0.4 grade, 0～1Mpa; 0～the 1000kPa of triaxial cell.
3, the seepage pressure application system is by valuator, air water conversion seepage gauge buret, precision pressure gauge and two logical, three-way cock etc.
Valuator (pressure regulator valve) 0～800kPa; Air water conversion seepage gauge buret 0～50ml; Precision pressure gauge, 0.4 grade, 0～1Mpa.
4, the three-axis penetration pressure chamber is by container base, top cover, organic glass tube, sample holder, sample cap, the pull bar etc. of porous disc, latex film, discharge pipe line and fixed container is formed up and down, and pressure chamber's base is made up of switches such as air admission hole, vent port, inlet opening and osculums;
5, the instrument frame is pressed into by the corrosion resistant plate folding, and the top is equipped with the supply tank that test water is provided.Supply tank is not less than 5000ml.
6, instrument panel is equipped with 0.4 grade of precision pressure gauge, 0～1Mpa, air water conversion gauge line 0～50ml, water outlet seepage gauge buret 0～50ml, valuator and pressure regulator valve 0～800kPa, flow (liquid level) sensor 0～20kPa;
7, flow (liquid level) digital electric sub-display (data acquisition device), receiver, data acquisition software and notebook computer (comprising data acquisition process software);
8, other: three-axis penetration sample diemaker, stripper, molding saturator, latex film, on-the-spot soil sample ST, rubber hammer etc.
Description of drawings
Fig. 1 is constant head permeability test device 70 type permeameter synoptic diagram; The 1-metallic cylinder; The 2-travelling carriage; The 3-spillway hole; The 4-tongs; The 5-feed pipe; The 6-feed pipe; The 7-piezometric tube; The 8-thermometer; The 9-gravel bed; The 10-pressure tap; The 11-metal perforated plate; The 12-hole of seeping water; The 13-measuring cup; The 14-sample; The 15-adjustable pipe.
Fig. 2 is variable head permeability test device south 55 type permeameter synoptic diagram; The 1-permeability vessel, 2-water inlet pipe, 3-varying head pipe, 4-water supply bottle, 5-water source tube, 6-drainpipe, 7-rising pipe.
Fig. 3 is head infiltration experiment device permeability vessel figure; The 1-sleeve, 2-loam cake, 3-lower cover, 4-water inlet pipe, 5-rising pipe, 6-drainpipe, 7-rubber band, 8-bolt, 9-cutting ring, 10-permeable stone.
Fig. 4 is a three-axis penetration appearance synoptic diagram of the present invention.
Fig. 5 is three-axis penetration appearance of the present invention connection layout in kind.
Fig. 6 uses the low noise air compressor for three-axis penetration appearance coupling of the present invention.
Fig. 7 uses the triaxial cell for three-axis penetration appearance coupling of the present invention.
Fig. 8 matees with molding compacting, stripper for three-axis penetration appearance of the present invention.
Fig. 9 matees with data acquisition unit and wireless receiver for three-axis penetration appearance of the present invention.
Figure 10 uses the volume change sensor for three-axis penetration appearance coupling of the present invention.
Figure 11 is a three-axis penetration appearance control panel switch of the present invention.
Figure 12 matees with tensimeter and pressure valuator for three-axis penetration appearance of the present invention.
Figure 13 places Fig. 1 for three-axis penetration appearance sample of the present invention.
Figure 14 places Fig. 2 for three-axis penetration appearance sample of the present invention.
Figure 15 places Fig. 3 for three-axis penetration appearance sample of the present invention.
Figure 16 matees with diameter 70mm rubber membrane (left side) and 61.8mm rubber membrane (right side) for three-axis penetration appearance of the present invention.
Figure 17 matees with 61.8mm cutting ring saturator (left side) and 70.0mm cutting ring saturator (right side) for three-axis penetration appearance of the present invention.
Figure 18 matees with 70.0mm cutting ring (left side) and 61.8mm cutting ring (right side) for three-axis penetration appearance of the present invention.
Figure 19 matees with 61.8mm soil sample ST (left side) and 70.0mm soil sample ST (right side) for three-axis penetration appearance of the present invention.
Figure 20 is a three-axis penetration appearance schematic diagram of the present invention.
Figure 21 is three-axis penetration appearance permeability test special software real time data acquisition figure of the present invention.
Figure 22 is three-axis penetration appearance permeability test data analysis of the present invention (constant head).
Figure 23 is three-axis penetration appearance permeability test data analysis of the present invention (varying head).
Embodiment
One, experimental procedure
1, the perviousness of soil is the abilities of current through the soil pores, and obviously the pore size of soil is determining the size of infiltration coefficient, the void ratio of the density state of the soil that mandatory declaration and infiltration coefficient adapt when therefore measuring infiltration coefficient or explanation soil.Method for normalizing by triaxial test is processed undisturbed soil sample (or disturbed sample) with the molding tube; When soil sample is saturated as if needs; Saturated method has vacuum suction immersion saturation method; Perviousness soil sample preferably can take head saturated in permeability vessel, and the higher soil sample of viscosity can adopt and improve seepage pressure saturation method etc.Can use soil sample ST and cutting ring to take a sample at the scene to undisturbed soil sample, in its void ratio of lab investigation; To disturbed sample, can suppress the sample under certain density with three-axis penetration sample diemaker, to other cementing agents and native potpourri such as cement,, thereby calculate its density at its clean quality of lab investigation and cutting ring volume.Thereby carry out the infiltration coefficient under designing requirement density or void ratio, otherwise test findings there is not Practical significance.
2,, put permeability test soil sample base (φ 61.8mm * 30.0mm), porous disc (φ 61.8mm * 10.0mm), stainless steel cutting ring (φ 61.8mm * 40.0mm), another porous disc (φ 61.8mm * 10.0mm), permeability test soil sample cap (φ 61.8mm * 30.0mm) or use another set of: permeability test soil sample base (φ 70.0mm * 30.0mm), rubber membrane (φ 70.0mm * 125mm), porous disc (φ 70.0mm * 10.0mm), stainless steel cutting ring (φ 70.0mm * 40.0mm), another porous disc (φ 70.0mm * 10.0mm), permeability test soil sample cap (φ 70.0mm * 30.0mm) with one heart according to order from top to bottom according to shown in Figure 13～15.
3, open the air compressor machine switch, open air compressor machine gas and connect threshold switch, this moment, permeameter was connected source of the gas, and the confined pressure chronograph watch begins to show registration.Then open pressure chamber's air inlet switch, whole space, pressure chamber is full of by confined pressure, adjusts confined pressure customizer switch this moment and makes the pressure stability pressure chamber in 550KPa (according to making full use of air compressor machine, the shortening time of penetration is operated).Open the three-way cock that connects water tank and air water conversion osmos tube then, make the water in the water tank enter into air water conversion seepage flow pipe, the control of water yield height is no more than 50ml.Then rotate three-way cock and connect the water inlet pipe of air water conversion seepage flow pipe and pressure chamber.
4, open two water inlet switch and effluent switch in the pressure chamber, carry out the preparation that applies seepage pressure.
5, slowly rotate seepage pressure air discharge cook (two way cock), the force value that the seepage pressure indicator gauge is shown increases slowly.Behind the air discharge cook half-twist, slowly rotate the seepage pressure valuator this moment clockwise, and the force value that the seepage pressure indicator gauge is shown is stabilized in 450KPa.Seepage pressure can be changed the seepage flow pipe through air water and be pressed into the pressure chamber to the water in the air water conversion seepage flow pipe through pressure chamber's water inlet switch in this process.According to order from top to bottom; The water that gets into the pressure chamber comes out to get into water outlet seepage gauge buret through the pipeline that is connected with permeability test soil sample cap then through permeability test soil sample base, porous disc, the cutting ring that has sample, porous disc, permeability test soil sample cap from the pressure chamber.
6, enter into the water yield of water outlet seepage gauge buret and the perviousness size of sample and have direct relation.If sample is a coarse-grained soil, perviousness is 10
-4About cm/s, sample down can be saturated rapidly in a few minutes in the seepage pressure (being the head of 46.5m, adding the head of 50ml in the air water conversion seepage flow pipe, is the head of 47m altogether) of 450KPa so, and water outlet seepage gauge buret has solid stream of water and gets into; If sample is a fine grained soil, perviousness is 10
-4Cm/s～10
-7About cm/s, the time that sample is saturated so will be relatively very long, approximately needs the saturation time of 1～2h; If sample is mixtures of material such as soil and cement, infiltration coefficient is 10
-7Cm/s～10
-9Cm/s, the saturation time of sample will be longer relatively so, approximately needs the saturation time of 3～24h.So saturation time becomes more and more longer with the more and more littler meeting of infiltration coefficient.
7, after sample is saturated, promptly water outlet seepage gauge buret has solid stream of water to get into, and this moment, the test figure collection formally began.The volume change sensor acquisition real time data that is connected with water outlet seepage gauge buret bottom also shows through data acquisition unit; By wireless receiver through USB interface the permeability test special software of data transmission to the computing machine on, thereby realize that the online of data read and analyze.The permeability test special software can be provided with the frequency that reads bulking value in the water outlet seepage gauge buret, reads in promptly every separated several seconds, and can draw infiltration capacity and time relation curve simultaneously, sees shown in Figure 21.
8, the permeability test special software comprising that constant head and varying head computing formula are embedded in the software, conveniently calls at any time, and the experimental data that can directly get off to acquisition and recording is calculated and analyzed, and obtains experimental result in the very first time.Have two cover numerical procedures available: first is the constant head computing formula, sees shown in Figure 22ly, and second is the varying head computing formula, sees shown in Figure 23.
9, after experiment finishes, close the gas source valve of air compressor machine earlier, rotate two valuators again and make confined pressure tensimeter and the manometric registration of seepage pressure return zero.Rotate the seepage pressure air discharge cook simultaneously, bleed off the little of gas that remains in the systematic pipeline, the permeameter experiment table is also dried in the cleaning pressure chamber.
Two, note
1, two pressure chambers the most above-mentioned osmotic component of handy same specification.
2, carry out the ring-type constraint with bungee between rubber membrane and cutting ring, permeability test soil sample cap and the permeability test soil sample base, thereby let rubber membrane and above-mentioned three be adjacent to.
When 3, making an experiment with original state appearance, it is most important that cutting ring is cut the appearance operation.When having only the soil sample side to remain the straight suitable face of cylinder, just can stop the sample border around oozing phenomenon.In general, the way of directly pushing cutting ring with hand is worthless, should use the aid that guarantees the cutting ring vertical depression when cutting kind, sees shown in Figure 19.
4, confined pressure must be all the time greater than atmospheric pressure of osmotic pressure, at least big 100KPa.
5, during the water inlet of air water conversion seepage gauge buret, must guarantee that the seepage pressure precision pressure gauge does not have reading, promptly osmotic pressure is 0, otherwise the water in the air water conversion seepage gauge buret can be under the effect of osmotic pressure the refluence recovery tank.
6, soil sample is applied ambient pressure before, whether safety inspection is carried out in the answering pressure chamber, check to leak gas.
7, to become why pipe or air water conversion seepage flow pipe leak gas be that displacement hull becomes pipe and air water conversion seepage flow pipe causes because the columned annular gap that confined pressure is formed from rubber membrane and organic glass base, organic glass cap, two permeable stones and cutting ring gets into to displacement hull.
8, when permeability test, control seepage pressure by valuator, can select different seepage pressure, the seepage pressure size will be confirmed according to the speed of the particle composition of soil, packing, seepage flow.But seepage pressure will be all the time less than confined pressure, at least 100KPa.
9, the bleed pressure scope that provides of air compressor machine of the present invention is 500KPa～700KPa, because the hysteresis quality that instrument shows, reality is 480KPa～720KPa.Valuator of the present invention can bear 800KPa, and air compressor machine can provide 700KPa, considers the withstand voltage situation of pressure chamber, and confined pressure maximum of the present invention is adjusted to 600Kpa.Actual experiment shows: when being transferred to 500kpa to seepage pressure, when confined pressure is transferred to 550kpa, when air compressor machine reaches maximum output pressure 700Kpa; Begin to get into the out-of-work period at intermittence, at this moment find to have only confined pressure to drop to 480pa lentamente slowly, this moment, air compressor machine was started working; But in the process that confined pressure descends, seepage pressure does not almost have anything to descend still near 500KPa, so cause seepage pressure to approach confined pressure; The water of air water conversion seepage flow pipe gets into the pressure chamber rapidly; Be full of rubber membrane, cause experiment to be interrupted, can be adjusted to 600kpa so take all factors into consideration confined pressure maximum of the present invention; The seepage pressure maximal regulated is to 450kpa, and seepage pressure will be all the time than confined pressure to 100KPa when young.
10, from the head of the air water conversion seepage flow pipe water level that the causes water outlet seepage gauge buret calculation permeability coefficient K thus that changes that descends slowly
v
11, when water is near 50ml in the water outlet seepage gauge buret, this is can back out the fast joint of twisting that links to each other with pressure chamber's water delivering orifice to be put into the water of the inside in the beaker, thereby prepares for experiment next time.
12, be lower than 10 for infiltration coefficient
-7The situation of cm/s; After the past tens hours of test; Still loseing has continuous current to enter into water outlet seepage gauge buret from the water delivering orifice water outlet; The whole pipeline that connect pressure chamber's water delivering orifice and water outlet seepage gauge buret this moment is all occupied by a lot of bubbles, at this moment can back out the fast joint of twisting that is connected with the pressure chamber, in water outlet seepage gauge buret, squeezes into the water of 15～20ml with syringe; Then rapidly being screwed to connect soon, water delivering orifice all was full of by water and did not have a bubble to the whole pipeline of water outlet seepage gauge buret from the pressure chamber this moment.At this moment; Observe the water outlet situation of water delivering orifice again from the pressure chamber; If opening entry experimental data just after also having bubble to flow out to have only by the time sample saturated fully; Water delivering orifice flows out from the pressure chamber if solid stream of water is arranged, and so above-mentioned action just can be saved some times, and directly begins to experimentize and begin after need not letting current be full of whole pipeline by the time to test again.
13, the seepage pressure of soil sample size is relevant with particle composition, the packing of soil.In permeability test early stage,,, body do not have water outlet so becoming in the pipe because that sample does not have is saturated; As time goes on, soil sample can be slowly saturated, through after being mingled with the transitional period of empty G&W; Soil sample can be saturated fully, and this is that body becomes the data that the liquid level sensor of pipe lower end gathers in real time and just becomes stable.
Three, compare this test unit with traditional infiltration testing apparatus following advantage arranged:
1, the innovative point of maximum: constant head test is applicable to the soil that perviousness is bigger in the classic method, and the varying head test is applicable to the soil that perviousness is less.And head of the present invention is provided by air compressor machine, seepage pressure generally more than 200KPa, i.e. head (head that has comprised 50ml in the air water conversion seepage flow pipe is high) more than 21m; When the little sample of test perviousness, seepage pressure can be transferred to 450KPa through the seepage pressure valuator, and this is equivalent to the 47m head.Because the variation and the head itself of head can be ignored by comparison; So the test of actual varying head can be calculated with the formula of constant head fully; That is: the present invention can no matter be fine grained soil or coarse-grained soil, can both calculate with the constant head formula and can also use the varying head formula to calculate all samples; Both experimental results are not only on an one magnitude but also approaching completely, and the error of two kinds of result of calculations reduces along with the rising of seepage pressure gradually.
2, can apply different ambient pressures and seepage pressure, but confined pressure will be all the time greater than seepage pressure, thereby the seepage flow between the soil sample of avoiding and the surrounding medium lets water can only pass through sample from the bottom to top.
3, can measure enough seepage discharges at short notice through strengthening seepage pressure, last, improve test efficiency thereby shorten test.
4, can adjust seepage pressure, thus experiment research experiment under different water table gradients.
5, be applicable to the sample of various different soil nature, the test specification of infiltration coefficient can be from 10
-4Cm/s～10
-9Cm/s also can test 10
-10The sample that cm/s even perviousness are poorer, just saturation time can become longer relatively.
6, the scope of specimen becomes very wide, not only can test pure soil (undisturbed soil or disturbed soil), can test the potpourri of soil and other materials; These materials comprise cement, flyash, micro mist slag, volcanic debris, rauhkalk etc.
7, the present invention adopts the very convenient joint of twisting soon efficiently, comprises three-way cock, two way cock, water inlet in the pressure chamber and water delivering orifice, air compressor machine gas outlet etc.The plastic conduit of 6mm can be connected with each parts through the fast joint of twisting directly by hand, without instrument, and convenient disassembly, both air tight also water-tight.
Claims (4)
1. the present invention has broken through and has adopted constant head or varying head instrument test to obtain the limitation of infiltration coefficient in original " Standard for test methods of earthworks GB/T 50123-1999 " and the water conservancy industry standard " earthwork test rule SL237-014-1999 ".The present invention breaks through and has expanded the method for testing of traditional infiltration coefficient.Coarse-grained soil can only be tested with constant head, and the test fine grained soil can only become history with the varying head test, the present invention is directed to coarse-grained soil and fine grained soil, both can test with constant head, also can test with varying head.
2. test undisturbed soil, under certain void ratio the infiltration coefficient of disturbed soil and soil and the potpourri of additives such as cement, flyash, gangue, micro mist slag, its molding requirement is:
(1) sample of test will be placed on and together put into the pressure chamber in the cutting ring and test, and sample and cutting ring inwall must not have annular gap, otherwise can form the accuracy that the influence of advantage passage is tested.
(2) size of cutting ring has: the cylindrical firm ring of φ 61.8mm * 40mm and φ 70mm * 40mm, wall thickness is at 2mm.Get undisturbed soil for ease at the scene, we have processed cutting edge thickness 0.3mm according to the requirement of GB/T 15406-2007 to cutting ring, the not band edge band sword that blade angle the is 10 ° cutting ring that fetches earth.
3. the present invention has shortened and has tested the required time, can be transferred to 450KPa to seepage pressure, and confined pressure is transferred to 550Kpa.This be because air compressor machine 500 with this interval work of 700KPa, when the air compressor machine output pressure is the pressure of gas-holder when being lower than 500KPa, air compressor machine is controlled automatic unlatching work by pressure controller; When the pressure of gas-holder was higher than 700KPa, pressure controller control air compressor machine quit work automatically.Because the late effect of pressure controller induction, air compressor machine is actual when starting working and quitting work at that moment the force value that shows of tensimeter be 480KPa-720KPa, this is within normal range.
4. the present invention can test infiltration coefficient from 10
-4Cm/s～10
-9The sample of cm/s, even can test 10
-10The sample of cm/s, just the time of the saturated needs of sample can be longer accordingly.
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| CN103926181A (en) * | 2014-04-15 | 2014-07-16 | 北京交通大学 | Independent-control detachable stress-strain shearing triaxial permeameter |
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