CN107703038A - Geotextile is compressed axially method clogging test device and method - Google Patents
Geotextile is compressed axially method clogging test device and method Download PDFInfo
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- CN107703038A CN107703038A CN201710845025.5A CN201710845025A CN107703038A CN 107703038 A CN107703038 A CN 107703038A CN 201710845025 A CN201710845025 A CN 201710845025A CN 107703038 A CN107703038 A CN 107703038A
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- 239000004746 geotextile Substances 0.000 title claims abstract description 196
- 238000012360 testing method Methods 0.000 title claims abstract description 82
- 238000000034 method Methods 0.000 title claims abstract description 69
- 239000002689 soil Substances 0.000 claims abstract description 181
- 230000035699 permeability Effects 0.000 claims abstract description 41
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 38
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 18
- 239000010959 steel Substances 0.000 claims abstract description 18
- 238000002474 experimental method Methods 0.000 claims description 36
- 238000010998 test method Methods 0.000 claims description 34
- 230000008595 infiltration Effects 0.000 claims description 28
- 238000001764 infiltration Methods 0.000 claims description 28
- 239000004744 fabric Substances 0.000 claims description 26
- 230000009467 reduction Effects 0.000 claims description 26
- 230000008859 change Effects 0.000 claims description 20
- 238000006073 displacement reaction Methods 0.000 claims description 18
- 230000006641 stabilisation Effects 0.000 claims description 9
- 238000011105 stabilization Methods 0.000 claims description 9
- 238000007596 consolidation process Methods 0.000 claims description 8
- 238000009434 installation Methods 0.000 claims description 8
- 238000005259 measurement Methods 0.000 claims description 8
- 230000003020 moisturizing effect Effects 0.000 claims description 8
- 230000015572 biosynthetic process Effects 0.000 claims description 7
- 238000013461 design Methods 0.000 claims description 7
- 240000002853 Nelumbo nucifera Species 0.000 claims description 6
- 235000006508 Nelumbo nucifera Nutrition 0.000 claims description 6
- 235000006510 Nelumbo pentapetala Nutrition 0.000 claims description 6
- 238000003786 synthesis reaction Methods 0.000 claims description 6
- 239000012530 fluid Substances 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 5
- 229920000742 Cotton Polymers 0.000 claims description 4
- 238000007605 air drying Methods 0.000 claims description 4
- 239000000428 dust Substances 0.000 claims description 4
- 238000007654 immersion Methods 0.000 claims description 4
- 229940099259 vaseline Drugs 0.000 claims description 4
- 239000002245 particle Substances 0.000 abstract description 18
- 238000013508 migration Methods 0.000 abstract description 4
- 230000005012 migration Effects 0.000 abstract description 4
- 230000009286 beneficial effect Effects 0.000 abstract 1
- 239000012528 membrane Substances 0.000 description 19
- 229920003023 plastic Polymers 0.000 description 11
- 239000004033 plastic Substances 0.000 description 11
- 230000000694 effects Effects 0.000 description 9
- 239000004927 clay Substances 0.000 description 5
- 238000001914 filtration Methods 0.000 description 5
- 230000033228 biological regulation Effects 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000001704 evaporation Methods 0.000 description 2
- 230000008020 evaporation Effects 0.000 description 2
- 230000007246 mechanism Effects 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 239000012466 permeate Substances 0.000 description 2
- 239000011800 void material Substances 0.000 description 2
- 230000002776 aggregation Effects 0.000 description 1
- 238000004220 aggregation Methods 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000009530 blood pressure measurement Methods 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 239000010419 fine particle Substances 0.000 description 1
- 238000002386 leaching Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000003287 optical effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 239000000047 product Substances 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 230000035807 sensation Effects 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
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- General Health & Medical Sciences (AREA)
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Abstract
The invention belongs to geosynthetics to test field, more particularly to geotextile is compressed axially method clogging test device and method, wherein sample container includes tank, retaining ring, cutting ring, porous disc and sample lid, retaining ring, porous disc and sample lid are sequentially placed into tank, deformation measuring device and axial pressurizing device contact with sample contacts, cutting ring is set between top porous disc and bottom porous disc, and axial pressurizing device is connected by the steel ball at sample hd top face center with sample lid.Beneficial effects of the present invention：Pass through axial pressurizing device, make the water of soil sample itself under pressure, soil particle migration is driven to cause the silting of geotextile, not only solving traditional gradient must use external water source to provide hydraulic gradient than method, piezometric level and calculation permeability coefficient are read by water percolating capacity, the problems such as error between piezometric level and actual head being present, and being difficult to determine its block in the hyposmosis soil body, it may also be used for test its block characteristic under specific vertical pressure.
Description
Technical field
The invention belongs to geosynthetics to test field, more particularly to geotextile is compressed axially method clogging test device
And method.
Background technology
When silting refers to geotextile work, during little particle in the soil body is by geotextile, aggregation geotechnique knits
The surface of thing, either form one layer of aquiclude or block the end of geotextile filtration channel, or be trapped in geotechnique and knit
Inside thing, so as to cause the reduction of geotextile water penetration.Block is typically according to the reduction by fabric water-carrying capacity, and entrance
Fabric soil particle increases to assess.
On the one hand, as the fast development of China's port engineering, marine traffic engineering and offshore engineering, substantial amounts of soft soil foundation need
Reinforce, soft soil foundation has the characteristics that water content is high, grading is poor, clay content is more, infiltration coefficient is low, substantially using plastic row
Water plate combined vacuum preloading method is reinforced.Plastic draining board plays the triple role of draining, filtering and stop to soil mass consolidation.True
In the presence of suction power, the water in ground enters filter membrane by soil layer, and soil particle also assembles plastics in the presence of pull of vacuum
Around drain bar filter membrane, a part of fine grained is adhered to filter membrane surface, and a part of fine grained is embedded in filter membrane hole, causes filter membrane
Silting, so as to cause the failure of drainage channel, influence consolidation effect.Therefore, silting is carried out to the geotextile as filter membrane
Experiment has very important meaning, but but runs into problems when carrying out conventional clogging test, can not measure filter membrane and exist
Silting characteristic in weak soil.
On the other hand, the external condition of soil geotextile system, such as ambient pressure, also there is weight to the silting of geotextile
Influence.Ambient pressure can reduce the thickness of geotextile, reduce its porosity, so as to reduce the permeability of geotextile, add
Weight block.But conventional clogging test can not but apply specified pressure, the property of measure geotextile block under a certain pressure
Energy.
General international block test method compares method for gradient.Gradient ratio test the 1970s first by
Calhoun propose, after by AUS engineer formation use.Gradient ratio test method is that block tests the most frequently used method,
There is Unite States Standard《Soil geotextile system gradient is than block method of testing》(ASTM D5101-2006) and FHWA《Geotechnique knits
Thing engineering manual》, both methods are basically identical, China《Geosynthetics test procedure》(SL/T 235-2012) and《Highway
Engineering geosynthetics testing regulations》Block test method as defined in (JTG E50-2006) be gradient than method, and according to
Unite States Standard is worked out.
The typical experimental rig of gradient ratio test such as Fig. 8.Barrel diameter 100mm, the fabric top a height of 100mm of soil sample, soil
There should be enough spaces make it that uniform fluid flow is stable above sample.Six roots of sensation pressure-measuring pipe, pressure measurement bore are not less than 3mm, joint altogether
Filtering layer should be set, prevent soil sample from blocking the pressure-measuring pipe mouth of pipe.
Continuous each piezometric level of reading of surveying changes with time, and calculates hydraulic gradient, such as following formula：I in formula1For
The hydraulic gradient of soil sample at the 25mm of geotextile top；i2For the hydraulic gradient of soil sample at 25mm~75mm above geotextile.
Specific method is：Load and air-dry soil sample and saturation, adjustment hydraulic gradient is 1.0, is read per hour after pressure-measuring pipe is stable
Take a piezometric level and water percolating capacity, continuously read 24h, such as reading not yet complete stability, can proper extension test period, directly
To stabilization.It is 2.5,4.0 and 10.0 to adjust hydraulic gradient again, often increases one-level, should wait pressure-measuring pipe stable reading and in the waterpower
Seepage flow at least 1.5h under gradient.When hydraulic gradient is 10.0, a piezometric level is read after pressure-measuring pipe is stable per hour and is oozed
Water, continuously read 24h, such as reading not yet complete stability, can proper extension test period, until stable.
Gradient ratio GR (Gradient ratio) is used for evaluating the silting characteristic of fabric, and gradient ratio is bigger, and silting is got over
Seriously, the soil particle for being gathered in fabric face and inside is more.When filter membrane occur silting, its infiltration coefficient become hour, filter membrane and
The loss of flood peak of the soil layer in seepage flow near it can increase, and cause gradient to rise than numerically, now GR>1；When filter membrane not
Soil conservation can be played, when soil particle is persistently lost in seepage flow, the soil sample near filter membrane in soil layer is due to fine grained loss, infiltration system
Number becomes big, causes gradient to decline than numerically, i.e. GR<1.
The problem of gradient ratio test is present
1) the pressure-measuring pipe stable reading time is grown.Gradient is than that in method clogging test, must read piezometric level, piezometric level
Refer to the height of water seepage in pressure-measuring pipe.
According to Darcy's law, amount of seepage Q=kJAt
There is the time t=h/ (kJ) that height needs for h water in pressure-measuring pipe
When the hydraulic gradient of gradient ratio test is 1, if the infiltration coefficient of the soil body is 10-6Cm/s (the infiltration systems of silty clay
Number 10-6~10-7Cm/s, the infiltration coefficient of clay are smaller), above fabric the pressure-measuring pipe height change 1mm needs at 25cm places when
Between be not less than 11.9h, above fabric the time of the pressure-measuring pipe height change 1mm needs at 75cm places be not less than 5.6h.In addition, with
The increase of piezometric head, the leaching rate of water will also reduce；Longer the time required to piezometric head is stable, moisture evaporation is to it
Influence bigger.When in summary, using the relatively low soil body of the infiltration coefficients such as silty clay, clay, when gradient is more stable than method head
Between be up to a couple of days, test period length.
2) it is difficult accurate judgement pressure-measuring pipe stable reading.Because piezometric head change is very slow, plus moisture evaporation
Influence, it is difficult to which whether accurate judgement pressure-measuring pipe is stablized, if error in judgement, will result directly in gradient than result of calculation mistake.
3) because test period is longer, when fine particle content is more in the soil body, the pressure-measuring pipe mouth of pipe is very easy to block.
4) due to the presence of above reason, it is larger usually to there is data difference in the piezometric head of same level height
Situation, the selection to test data bring certain trouble.
5) gradient must fill the saturation soil body after sample than method clogging test, and for the hypotonicity soil body, saturated velocity is slow, and due to
Earth structure strength is small, enters water and damage of soil body slightly just occurs soon, saturation degree is not easy to control, if saturation will thoroughly not reduce
Seepage velocity, result of the test is had a significant effect.
6) test water depends on external water source, and head must be kept during experiment, and test period will cause water more long
The wasting of resources.
7) gradient can only test a sample every time than method clogging test instrument, per hour reading once, pressure-measuring pipe 24h interior energies
Reading number is 51 times when stable.Gradient is than method clogging test, and the reading frequency is high, and efficiency is low.
The content of the invention
To solve the above problems, the present invention, which provides a kind of geotextile, is compressed axially method clogging test device and method.
Technical scheme：Geotextile is compressed axially method clogging test device, including sample container, deformation measurement
Device and axial pressurizing device, it is characterised in that the sample container includes tank, retaining ring, cutting ring, porous disc and sample lid,
Retaining ring, porous disc, cutting ring and sample lid, the deformation measuring device and axial pressure dress are disposed with the tank
Put and contacted with the sample lid；
The porous disc includes top porous disc and bottom porous disc, between the top porous disc and the bottom porous disc
Cutting ring is set, bottom porous disc, cutting ring, top porous disc and sample lid, the ring are set gradually from the bottom to top in the retaining ring
Sample is set in knife, and the sample includes bottom geotextile, soil sample, the top geotextile set gradually from top to bottom, institute
State cutting ring internal diameter and be more than or equal to 79.8mm, the retaining ring, the cutting ring, the sample, the porous disc and the sample lid
Size matches.
Further, the sample hd top face center is provided with steel ball, and the axial pressurizing device passes through steel ball and the examination
The contact connection of sample lid；The bottom of gullet is provided with shallow grooves, and for placing the retaining ring, the bottom of the retaining ring sets aerial drainage
Mouth, it is used as the circulation passage of water；
The diameter of the shallow grooves interior edge is less than retaining ring internal diameter, and the diameter of the shallow grooves outer is more than retaining ring external diameter.
Further, the deformation measuring device includes dial gauge and dial framework, and described dial framework one end connects the tank, institute
State dial framework other end connection dial gauge.
Further, the deformation measuring device uses displacement transducer.
Further, 10~20mm of the dial gauge range, minimum indexing is 0.01mm.
Further, institute's displacement sensors use zero level displacement transducer.
Further, the axial pressurizing device uses fluid pressure type, vapour-pressure type, lever or platform scale formula device.
Geotextile is compressed axially method clogging test method, it is characterised in that comprises the following steps：
Step 1: prepare sample：2 pieces of a diameter of 79.8mm geotextile is cut, area is measured and weighs, according to geotechnique
Fabric thickness measurement test method measures its thickness, geotextile and porous disc immersion saturation, with cutting ring cut undisturbed soil sample or
Disturbed sample is filled in cutting ring, if soil sample unsaturation needs saturation soil sample, geotechnique is placed respectively in the top and bottom of soil sample and knits
Thing, geotextile should be identical with engineer applied with the contact surface of soil sample, to simulate the working condition of geotextile；
Step 2: installation sample：Retaining ring is put into the shallow grooves of tank, the bigger porous disc of diameter is put into retaining ring
In, cutting ring outer wall applies one layer of vaseline, and cutting edge is lowered into retaining ring, until being contacted with bottom porous disc.Top porous disc and
Sample lid is placed sequentially on sample；
Step 3: connection axial pressurizing device：Axial pressurizing device is connected with the steel ball that sample covers, and ensures sample stress
Direction is the direction of its vertical cross section；
Step 4: installation deformation measuring device：Apply 1kPa precompression to sample using axial pressurizing device, make each portion
Divide and be in close contact, the moisturizing such as wet cotton yarn material is coated around sample and carries out moisturizing during whole experiment, percentage is installed
Table or displacement transducer, unloading, adjustment deformation reading is zero；
Step 5: apply axial compressive force：According to the intensity of the soil body and experiment Demand Design xial feed sequence, for aqueous
It the soil that rate is very big, intensity is very low, should first apply 1~5kPa vertical load, sample is recorded after being further applied load in different time
Deflection, i.e. height change, stabilization standard are that last 1h deflections are no more than 0.001~0.01mm, are pressed after stabilization
It is further applied load step by step according to load sequence；
Step 6: after off-test, off-load, sample is split out, geotextile is peeled, remove surface surface dust, a piece of geotechnique
Fabric is put into permeameter rapidly, and its vertical permeability coefficient, a piece of soil are determined according to the vertical permeability test method of geotextile
Work fabric is weighed after air-drying；
Step 7: calculate：Calculate and be detained soil amount and geotextile vertical permeability coefficient reduction.
Further, also bag thickness measure step among the step 6 and the step 7, it is specific as follows：
The synthesis infiltration coefficient of sample, the coefficient of consolidation of soil sample, the modulus of compressibility parameter of soil sample need to be calculated, geotextile is thick
Degree can not be ignored with the change of load, also need to cut geotextile, thick according to geotextile according to the xial feed sequence of experiment
Degree measurement test method measures its thickness, and the height change of soil sample is calculated according to sample deformation amount and geotextile amounts of thickness variation
Amount；
The Deformation calculation formula of soil sample under certain grade of load：
H=(h0-h1)-(t0-t1)
In formula, H is the deflection of soil sample under certain grade of load, mm；h0Height, mm at the end of for sample upper level load；h1For
Height, mm at the end of sample grade load；t0For the thickness under geotextile upper level load, mm；t1For geotextile grade lotus
Thickness under carrying, mm.
Further, the calculation formula of soil amount is detained in the step 8：
In formula, η is that the delay soil of geotextile is measured, g/cm2；M be geotextile quality, g；m1Knitted for geotechnique after experiment
The quality of thing and soil, g；A be geotextile area, cm2；
The calculation formula of geotextile vertical permeability coefficient reduction：
In formula, K is the vertical permeability coefficient reduction of geotextile；k0For the initial perpendicular infiltration coefficient of geotextile, cm/
s；k1For the vertical permeability coefficient of geotextile after experiment, cm/s.
Present invention has the advantages that：
(1) overall structure is simple, reasonable in design, by axial pressurizing device, makes the water of soil sample itself in the effect of pressure
Under, drive soil particle to be migrated, so as to cause the silting of geotextile, secondary water must be used than method by solving traditional gradient
Source provides hydraulic gradient, it is necessary to reads piezometric level and calculation permeability coefficient, piezometric level by the water percolating capacity of the soil body
Error is there may be between actual head, it is impossible to be used in clogging test when geotextile is as hyposmosis soil body filtering layer etc. one
Series of problems.What geotextile was compressed axially that method clogging test need not measure the soil body oozes out water, solve can not carry out it is hypotonic
In permeability soil the problem of the clogging test of geotextile.
Block is judged typically by the reduction by fabric water-carrying capacity, and increasing to assess into fabric soil particle
's.Gradient represents that the soil particle into fabric is knitted with geotechnique after experiment than the reduction of method clogging test flow with gradient ratio
Thing unit volume is detained soil amount to represent；The reduction that geotextile is compressed axially method clogging test flow is vertical with geotextile
Infiltration coefficient reduction carrys out quantificational expression, the soil particle into fabric be with experiment after geotextile unit area be detained soil amount come
Represent.Two kinds of results are compared, and vertical permeability coefficient reduction is more directly perceived than gradient ratio, it is readily appreciated that；Due to different fabric thicknesses
Differ greatly, unit area is detained soil amount and is more suitable for comparing its silting characteristic than unit volume delay soil amount.
(2) present invention can be not only used for clogging test of the geotextile in the hypotonicity soil body, it can also be used to geotechnique
Clogging test of the fabric in the general permeability soil body, it is applied widely, but it is not suitable for silt of the geotextile in coarse-grained soil
Stifled experiment.
(3) present invention can be according to application axial compressive force be actually needed, and measure geotextile is under the effect of certain vertical pressure
Silting characteristic, burden pressure or ambient pressure suffered during geotextile engineer applied can be simulated.
(4) geotextile is compressed axially each container of method clogging test experimental rig and can place two samples while be tried
Test.Undisturbed soil sample can be used by being compressed axially method clogging test soil sample, can directly react the anti-filter drainage effect of soil geotextile.
(5) use saturation soil sample, the present invention can by record sample height change and geotextile under axial
The change of thickness, calculate soil body void ratio change, so as to calculate the discharge rate of moisture in the soil body, so as to calculate geotextile with
The synthesis infiltration coefficient of the sample of soil body composition, the consolidation characteristics that must can be also unearthed.
(6) test proves that, the plastic draining board filter membrane that method clogging test method measures is compressed axially using geotextile
It is detained soil amount and vertical permeability coefficient compared with plastic draining board filter membrane after work, as a result closely, error is 5~25%, and
It is compressed axially method clogging test method result and is slightly less than plastic draining board filter membrane after work.Due to plastic draining board filter membrane longevity of service
Up to some months, silting mechanism is increasingly complex, and geotextile is compressed axially method clogging test method result and is slightly less than really to be closed very much
Reason.
(7) it is of the invention, few with soil amount without extra water source, simple to operate using routine instrument device, test speed
It hurry up, it is as a result reliable and stable.
Two kinds of clogging test methods are contrasted, gradient by the external water source saturation soil body and provides head than method, and water is in the soil body
Middle to permeate and drive soil particle to migrate, measured value is piezometric head, amount of seepage and sample mass, and result of the test is gradient ratio
Measured with unit volume containing soil, suitable for silting of the test fabric with certain infiltration coefficient soil body；The method of being compressed axially passes through
Applying external pressure forces the own moisture in the soil body to discharge drive soil particle migration progress clogging test, and measured value is that sample is high
Degree, geotextile thickness, quality and infiltration coefficient, result of the test are that vertical permeability coefficient reduction and unit area are detained soil amount,
Suitable for silting of the test geotextile the infiltration coefficient not higher soil body of high saturation and when vertical load be present.
Brief description of the drawings
Fig. 1 is the structural representation that geotextile of the present invention is compressed axially method clogging test device.
Fig. 2 is the front view of the present invention.
Fig. 3 is Fig. 2 A-A to sectional view.
Fig. 4 is the structural representation of the sample of the present invention.
Fig. 5 is the structural representation of the retaining ring of the present invention.
Fig. 6 is the structural representation of the tank of the present invention.
Fig. 7 is the flow chart that geotextile of the present invention is compressed axially method clogging test method.
Fig. 8 is the structural representation of the typical experimental rig of gradient ratio test.
In figure：1 is dial framework, and 2 be steel ball, and 3 be sample lid, and 4 be top porous disc, and 5 be sample, and 6 be cutting ring, and 7 be retaining ring,
8 be tank, and 9 be bottom porous disc, and 10 be dial gauge, and 11 be axial pressurizing device, and 12 be top geotextile, and 13 be soil sample,
14 be bottom geotextile, and 15 be shallow grooves, and 16 be relief port, and 17 be connecting rod, and 18 be adjusting rod, and 19 be connecting hole, and 20 are
Mounting hole.
Embodiment
A kind of embodiment of the present invention is explained below in conjunction with the accompanying drawings.
In figure：1 is dial framework, and 2 be steel ball, and 3 be sample lid, and 4 be top porous disc, and 5 be sample, and 6 be cutting ring, and 7 be retaining ring,
8 be tank, and 9 be bottom porous disc, and 10 be dial gauge, and 11 be axial pressurizing device, and 12 be top geotextile, and 13 be soil sample,
14 be bottom geotextile, and 15 be shallow grooves, and 16 be relief port, and 17 be connecting rod, and 18 be adjusting rod, and 19 be connecting hole, and 20 are
Mounting hole.
Geotextile is compressed axially method clogging test device, including sample container, deformation measuring device and axial pressure dress
Put 11, it is characterised in that sample container includes tank 8, retaining ring 7, cutting ring 6, porous disc and sample lid 3, is set successively in tank 8
Retaining ring 7, porous disc and sample lid 3 are put, deformation measuring device and axial pressurizing device 11 contact connection with sample lid 3, integrally connected
Connect conveniently, it is easy to accomplish, structure setting is reasonable, is convenient for measuring；
Porous disc includes top porous disc 4 and bottom porous disc 9, and cutting ring is set between top porous disc 4 and bottom porous disc 9
6, bottom porous disc 4, cutting ring 6, top porous disc 9 and sample lid 3 are set gradually in retaining ring 7 from the bottom to top, examination is set in cutting ring 6
Sample 5, sample 5 include bottom geotextile 14, soil sample 13, the top geotextile 12 set gradually from top to bottom, the internal diameter of cutting ring 6
More than or equal to 79.8mm, retaining ring 7, cutting ring 6, sample 5, the size of porous disc and sample lid 3 match, and the size of cutting ring 6, which is set, closes
Reason, the size of cutting ring 6 are more than conventional arrangement, unconventional selection, are easy to have after experiment enough sample measurements to be detained soil amount and vertically
Infiltration coefficient, retaining ring 7, cutting ring 6, sample 5, porous disc and sample lid 3 accordingly increase, and the contact surface of geotextile and soil sample should be with
It is identical in engineer applied.
The end face center of sample lid 3 is provided with steel ball 2, and axial pressurizing device 11 is connected by steel ball with sample lid 3, to ensure to try
The power that sample is subject to is in the axial direction thereof.
The bottom of tank 8 is provided with shallow grooves 15, and for placing retaining ring 7, the bottom of retaining ring 7 sets relief port 16, relief port 16
For 4-6, it is used as the circulation passage of water, being capable of timely draining；A diameter of 100-150mm of tank 8, a height of 40- of tank 8
80mm, it is reasonable that size is set, and conveniently picks and places retaining ring 7, cutting ring 6, porous disc and sample lid 3.
The diameter of the interior edge of shallow grooves 15 is less than the internal diameter of retaining ring 7, and the diameter of the outer of shallow grooves 15 is more than the external diameter of retaining ring 7, is easy to
Retaining ring location and installation.
Deformation measuring device includes dial gauge 10 and dial framework 1, one end connection water channel 8 of dial framework 1, the other end of dial framework 1 connection hundred
Divide table 10, specifically, dial framework 1 includes connecting rod 17 and adjusting rod 18, and connecting rod 17 and adjusting rod 18 are vertically arranged, adjusting rod 18
Both ends set mounting hole 20, set connecting hole 19 on the outer wall of tank 8, one end mounting hole 20 of adjusting rod 18 is connected with dial gauge 10
Fixed, the other end mounting hole 20 of adjusting rod 18 is connected with the one end of connecting rod 17, on the outer wall of the other end of connecting rod 17 and tank 8
Connecting hole 19 connects.Logical adjustment adjusting rod 18 and connecting rod 17, the distance of adjusting rod 18 and dial gauge 10 is adjusted to adjust dial gauge
10 with the distance of sample lid 3, it is ensured that experiment is accurate.Wherein 10~the 20mm of range of dial gauge 10, minimum indexing is 0.01mm, precision
High and reliability is high, meets experiment needs.
Deformation measuring device uses displacement transducer, and displacement transducer uses zero level displacement transducer, can be strain-type,
Inductance type, differential transformer type, eddy current type, Hall sensor.Precision is high and reliability is high, meets experiment needs.
Axial pressurizing device 11 can use existing product real using fluid pressure type, vapour-pressure type, lever or platform scale formula device
It is existing.
Cutting ring internal diameter 79.8-90mm, the height of cutting ring 6 are 20~50mm；Top geotextile 4 and bottom geotextile 9 are straight
Footpath is 79.8-90mm, and size, which is set, closes, and geotextile should be identical with engineer applied with the contact surface of soil sample.
The internal diameter of retaining ring 7 is more than the external diameter of cutting ring 6, and the internal diameter of retaining ring 7 is 81.1-91.4mm, and the height of retaining ring 7 is more than the height of cutting ring 6,
It is highly 23~53mm, conveniently picks and places cutting ring 6.
5~10mm of thickness of top porous disc 9 and bottom porous disc 9, the permeable board diameter in bottom are slightly less than retaining ring internal diameter, directly
Footpath is 79.8~91mm, and the permeable board diameter in top is less than cutting ring internal diameter, a diameter of 79.4~89.7mm；
The diameter of sample lid 3 is less than the internal diameter of cutting ring 6, a diameter of 79.4~89.7mm of sample lid.
Geotextile is compressed axially method clogging test method, it is characterised in that comprises the following steps：
Step 1: prepare sample：2 pieces of a diameter of geotextiles more than or equal to 79.8mm are cut, area is measured and weighs,
Its thickness, geotextile and porous disc immersion saturation are measured according to geotextile thickness measure test method, original is cut with cutting ring
Shape soil sample fills disturbed sample in cutting ring, if soil sample unsaturation needs saturation soil sample, is put respectively in the top and bottom of soil sample
Geotextile is put, geotextile should be identical with engineer applied with the contact surface of soil sample, to simulate the working condition of geotextile；
Step 2: installation sample：Retaining ring is put into the shallow grooves of tank, the bigger porous disc of diameter is put into retaining ring
In, cutting ring outer wall applies one layer of vaseline, and cutting edge is lowered into retaining ring, until being contacted with bottom porous disc.Top porous disc and
Sample lid is placed sequentially on sample；
Step 3: connection axial pressurizing device：Axial pressurizing device is connected with the steel ball that sample covers, and ensures sample stress
Direction is the direction of its vertical cross section；
Step 4: installation deformation measuring device：Apply 1kPa precompression to sample using axial pressurizing device, make each portion
Divide and be in close contact, the moisturizing such as wet cotton yarn material is coated around sample and carries out moisturizing during whole experiment, percentage is installed
Table or displacement transducer, unloading, adjustment deformation reading is zero；
Step 5: apply axial compressive force：According to the intensity of the soil body and experiment Demand Design xial feed sequence, for aqueous
It the soil that rate is very big, intensity is very low, should first apply 1~5kPa vertical load, sample is recorded after being further applied load in different time
Deflection, i.e. height change, stabilization standard are that last 1h deflections are no more than 0.001~0.01mm, are pressed after stabilization
It is further applied load step by step according to load sequence.
Step 6: after off-test, off-load, sample is split out, geotextile is peeled, remove surface surface dust, a piece of geotechnique
Fabric is put into permeameter rapidly, and its vertical permeability coefficient, a piece of soil are determined according to the vertical permeability test method of geotextile
Work fabric is weighed after air-drying；
Step 7: thickness measure：The synthesis infiltration coefficient of sample, the coefficient of consolidation of soil sample, the compression mould of soil sample need to be calculated
The parameters such as amount, if geotextile thickness can not be ignored with the change of load, also need to cut geotextile, according to the axial lotus of experiment
Carry sequence and its thickness is measured according to geotextile thickness measure test method, according to sample deformation amount and geotextile thickness change
Amount calculates the high variable quantity of soil sample；
The Deformation calculation formula of soil sample under certain grade of load：
H=(h0-h1)-(t0-t1)
In formula, H is the deflection of soil sample under certain grade of load, mm；h0Height, mm at the end of for sample upper level load；h1For
Height, mm at the end of sample grade load；t0For the thickness under geotextile upper level load, mm；t1For geotextile grade lotus
Thickness under carrying, mm.
Step 8: calculate：Calculate and be detained soil amount and geotextile vertical permeability coefficient reduction.
It is detained the calculation formula of soil amount：
In formula, η is that the delay soil of geotextile is measured, g/cm2；M be geotextile quality, g；m1Knitted for geotechnique after experiment
The quality of thing and soil, g；A be geotextile area, cm2；
The calculation formula of geotextile vertical permeability coefficient reduction：
In formula, K is the vertical permeability coefficient reduction of geotextile；k0For the initial perpendicular infiltration coefficient of geotextile, cm/
s；k1For the vertical permeability coefficient of geotextile after experiment, cm/s.
Embodiment 1
Referring to accompanying drawing 1, geotextile is compressed axially method clogging test device, including sample container, deformation measuring device and
Axial pressurizing device 11, sample container include tank 8, retaining ring 7, cutting ring 6, porous disc and sample lid 3, set successively in tank 8
Retaining ring 7, porous disc and sample lid 3 are put, deformation measuring device and axial pressurizing device 11 contact connection with sample lid 3, integrally connected
Connect conveniently, it is easy to accomplish, structure setting is reasonable, is convenient for measuring；
Porous disc includes top porous disc 4 and bottom porous disc 9, and cutting ring is set between top porous disc 4 and bottom porous disc 9
6, bottom porous disc 4, cutting ring 6, top porous disc 9 and sample lid 3 are set gradually in retaining ring 7 from the bottom to top, examination is set in cutting ring 6
Sample 5, referring to accompanying drawing 4, sample 5 includes bottom geotextile 14, soil sample 13, the top geotextile set gradually from top to bottom
12, the internal diameter of cutting ring 6 is equal to 79.8mm, and retaining ring 7, cutting ring 6, sample 5, the size of porous disc and sample lid 3 match, the chi of cutting ring 6
Very little to set rationally, the size of cutting ring 6 is more than conventional arrangement, unconventional selection, has enough sample measurements to be detained soil after being easy to experiment
Amount and vertical permeability coefficient, retaining ring 7, cutting ring 6, sample 5, porous disc and sample lid 3 accordingly increase, and geotextile and soil sample connect
Contacting surface should be identical with engineer applied.
The end face center of sample lid 3 is provided with steel ball 2, and axial pressurizing device 11 is connected by steel ball with sample lid 3, to ensure to try
The power that sample is subject to is in the axial direction thereof.
Referring to accompanying drawing 5, some relief ports 16 are arranged at the bottom of retaining ring 7.Referring to accompanying drawing 6, shallow grooves 15 are arranged at the bottom of tank 8.Tank 8
Bottom is provided with shallow grooves 15, and for placing retaining ring 7, the bottom of retaining ring 7 sets relief port 16, and relief port 16 is 4-6, is used as water
Circulation passage, being capable of timely draining；A diameter of 100-150mm of tank 8, a height of 40-80mm of tank 8, size, which is set, closes
Reason, conveniently picks and places retaining ring 7, cutting ring 6, porous disc and sample lid 3.
Geotextile is compressed axially method clogging test device, in cutting ring 6 load sample 5, sample include from top to bottom according to
Top geotextile 12, soil sample 13, the bottom geotextile 14 of secondary setting, retaining ring 7 are put into the shallow grooves 15 of tank 8,
Bottom porous disc 9, cutting ring 6, top porous disc 4, sample lid 3 are sequentially placed into retaining ring 7, the cutting edge of cutting ring 6 is downward, and adjustment axially adds
Pressure device 11 is contacted to steel ball 2, and dial gauge 10 is installed on dial framework 1, and is contacted with sample lid 3, is measured.Overall knot
Structure is simple, reasonable in design, and by axial pressurizing device, the water for making soil sample itself under the effect of the pressure, drives soil particle to carry out
Migration, so as to cause the silting of geotextile, solving traditional gradient must use external water source to provide hydraulic gradient than method, must
Piezometric level and calculation permeability coefficient must be read by the water percolating capacity of the soil body, may between piezometric level and actual head
Error be present.
Wherein, dial framework 1 includes connecting rod 17 and adjusting rod 18, and connecting rod 17 and adjusting rod 18 are vertically arranged, adjusting rod 18
Both ends set mounting hole 20, set connecting hole 19 on the outer wall of tank 8, one end mounting hole 20 of adjusting rod 18 is connected with dial gauge 10
Fixed, the other end mounting hole 20 of adjusting rod 18 is connected with the one end of connecting rod 17, on the outer wall of the other end of connecting rod 17 and tank 8
Connecting hole 19 connects.Logical adjustment adjusting rod 18 and connecting rod 17, the distance of adjusting rod 18 and dial gauge 10 is adjusted to adjust dial gauge
10 with the distance of sample lid 3, it is ensured that experiment is accurate.Wherein 10~the 20mm of range of dial gauge 10, minimum indexing is 0.01mm, precision
High and reliability is high, meets experiment needs.
Top geotextile 12 and bottom geotextile 14 place a diameter of 79.8mm geotextiles respectively, and size is set
Close, geotextile should be identical with engineer applied with the contact surface of soil sample.
The internal diameter of cutting ring 6 is 79.8mm, is highly 20~50mm, has certain rigidity, inner wall smooth, is easy to sample.
Top porous disc 4 and bottom porous disc 9, are made up of uncorroded material, and infiltration coefficient is more than the infiltration of sample 5
Coefficient, 5~10mm of thickness, there is certain rigidity, in experiment caused vertical deformation can be neglected.The diameter of bottom porous disc 9
It is slightly less than retaining ring internal diameter, a diameter of 79.8~81mm, is easy to pick and place, the diameter of top porous disc 4 is slightly less than the internal diameter of cutting ring 6, diameter
For 79.4~79.7mm, it is easy to press on the top geotextile 12 in cutting ring 6.
The internal diameter of retaining ring 7 is slightly larger than the external diameter of cutting ring 6, is highly 23~53mm highly slightly larger than the height of cutting ring 6, has certain
Relief port 16 is arranged at rigidity, bottom, is used as the circulation passage of water, plays a role in the drainage, meets practical implementation.
The diameter of sample lid 3 is slightly less than the internal diameter of cutting ring 6, and a diameter of 79.4~79.7mm, surface is smooth, has certain rigidity,
Caused deformation is negligible in experiment.The end face center of sample lid 3 is provided with steel ball 2.
10~the 20mm of range of dial gauge 10, minimum indexing is 0.01mm, is placed on the surface of sample lid 3, dial framework 1 is to fixation
Dial gauge 10.
Axial pressurizing device 11 is connected with the steel ball 2 on sample lid 3, can use fluid pressure type, vapour-pressure type, lever or platform scale
Formula device.
Geotextile is compressed axially the specific rapid as follows of method clogging test method：
1. prepare sample 5：A diameter of 79.8mm top geotextile 12 and bottom geotextile 14 is cut, determines its face
Accumulate and weigh, measure its thickness, top and bottom geotextile 12,14 and the immersion saturation of porous disc 4,9, original is cut with cutting ring 6
Shape soil sample 13 fills disturbed sample 13 in cutting ring 6, if the unsaturation of soil sample 13 needs saturation soil sample, bottom is placed in the bottom of soil sample
Portion's geotextile 14, placed at the top of soil sample at the top of geotextile 12, top geotextile 12 and bottom geotextile 14 with
The contact surface of soil sample 13 should be identical with engineer applied, to simulate the working condition of geotextile；
2. sample 5 is installed：Retaining ring 7 is put into the shallow grooves 15 of tank 8, bottom porous disc 9 is put into retaining ring 7, multiplied
The outer wall of cutting ring 6 for carrying sample 5 applies one layer of vaseline, and cutting edge is lowered into retaining ring 7, until being contacted with bottom porous disc 9.Top
Porous disc 9 and sample lid 3 are placed sequentially on sample 5；
3. connect axial pressurizing device 11：Axial pressurizing device 11 is connected with the steel ball 2 on sample lid 3, ensure sample by
Force direction is the direction of its vertical cross section；
4. deformation measuring device is installed：Apply 1kPa precompression to sample 5 using axial pressurizing device 11, make each several part
It is in close contact, the moisturizing such as wet cotton yarn material is coated around sample and carries out moisturizing during whole experiment, dial gauge 10
It is installed on dial framework 1, regulation dial framework 1 causes dial gauge 10 to be contacted with sample lid 3, or installation displacement transducer, unloading, adjustment become
Shape reading is zero；
5. apply axial compressive force：According to the intensity of the soil body and Demand Design xial feed sequence is tested, for moisture content very
Greatly, it the very low soil of intensity, should first apply 1~5kPa vertical load, deformation of the sample in different time is recorded after being further applied load
Amount, i.e. height change, stabilization standard is that last 1h deflections are no more than 0.001~0.01mm, according to lotus after stabilization
Sequence is carried to be further applied load step by step.
6. after off-test, off-load, splitting out sample, geotextile is peeled, removes surface surface dust, a piece of geotextile is fast
Speed is put into permeameter, and its vertical permeability coefficient, a piece of geotextile are determined according to the vertical permeability test method of geotextile
Weighed after air-drying；Its vertical permeability coefficient is determined further according to the Transverse permeability test method of geotextile；Soil sample 5 is ejected,
Necessary experiment is carried out to soil sample 5 as needed.
7. calculate：Calculate and be detained soil amount and geotextile vertical permeability coefficient reduction.⑧
It is detained soil amount：
In formula
The delay soil amount of η --- geotextile, g/cm2；
m0--- the quality of geotextile, g；
m1--- the quality of geotextile and soil, g after experiment；
The area of A --- geotextile, cm2。
Geotextile vertical permeability coefficient reduction：
The vertical permeability coefficient reduction of K --- geotextile；
k0--- the initial perpendicular infiltration coefficient of geotextile, cm/s；
k1--- the vertical permeability coefficient of geotextile, cm/s after experiment.
Embodiment 2
Geotextile is compressed axially in the technical scheme of the experimental rig of method clogging test method, and displacement transducer uses zero level
Displacement transducer, straight-line displacement Hall sensor can be used.The surface of sample lid 3 is placed on, the precision of the sensor is high and can
It is high by property, meet experiment needs, displacement transducer can also optical displacement sensor, eliminate Mechanical Contact, long lifespan, can
By property height.
Geotextile is compressed axially in the technical scheme of method clogging test method, and step 6. 7. survey with step by middle also bag thickness
Step is measured, it is specific as follows
The synthesis infiltration coefficient of sample, the coefficient of consolidation of soil sample, the parameter such as modulus of compressibility of soil sample need to be calculated, if geotechnique knits
Thing thickness can not be ignored with the change of load, also need to cut geotextile, be knitted according to the xial feed sequence of experiment according to geotechnique
Thing thickness measure test method measures its thickness, and the height of soil sample is calculated according to sample deformation amount and geotextile amounts of thickness variation
Variable quantity；
The Deformation calculation formula of soil sample under certain grade of load：
H=(h0-h1)-(t0-t1)
In formula, H is the deflection of soil sample under certain grade of load, mm；h0Height, mm at the end of for sample upper level load；h1For
Height, mm at the end of sample grade load；t0For the thickness under geotextile upper level load, mm；t1For geotextile grade lotus
Thickness under carrying, mm.
Other technologies scheme and embodiment 1 are same.
Compared with prior art, overall structure is simple, reasonable in design, by axial pressurizing device, makes the water of soil sample itself
Under the effect of the pressure, soil particle is driven to be migrated, so as to cause the silting of geotextile, solving traditional gradient must than method
External water source must be used to provide hydraulic gradient, it is necessary to read piezometric level by the water percolating capacity of the soil body and calculate infiltration system
Number, there may be error, it is impossible to be used in when geotextile is as hyposmosis soil body filtering layer between piezometric level and actual head
Clogging test a series of problems, such as.Geotextile, which is compressed axially method clogging test, need not measure the water of oozing out of the soil body, solve
The problem of can not carrying out the clogging test of geotextile in hypotonicity soil.
Geotextile is compressed axially each container of method clogging test experimental rig and can place two samples while be tested.
Undisturbed soil sample can be used by being compressed axially method clogging test soil sample, can directly react the anti-filter drainage effect of soil geotextile.
Block is judged typically by the reduction by fabric water-carrying capacity, and increasing to assess into fabric soil particle
's.Gradient represents that geotextile is compressed axially method clogging test flow than the reduction of method clogging test flow with gradient ratio
Reduction is come quantificational expression with the reduction of geotextile vertical permeability coefficient, and the soil particle into fabric is knitted with geotechnique after experiment
Thing unit area is detained soil amount to represent.Two kinds of results are compared, and vertical permeability coefficient reduction is more directly perceived than gradient ratio, easily reason
Solution；Because different fabric thicknesses differ greatly, unit area is detained soil amount and is more suitable for comparing its silt than unit volume delay soil amount
Stifled characteristic.Two kinds of clogging test methods are contrasted, gradient by the external water source saturation soil body and provides head than method, and water is in the soil body
Permeate and drive soil particle to migrate, measured value is piezometric head, amount of seepage and sample mass, result of the test be gradient ratio and
Unit volume is measured containing soil, suitable for silting of the test fabric with certain infiltration coefficient soil body；Method is compressed axially by applying
Adding external pressure to force the own moisture in the soil body to be discharged drives soil particle migration to carry out clogging test, and measured value is that sample is high
Degree, geotextile thickness, quality and infiltration coefficient, result of the test are that vertical permeability coefficient reduction and unit area are detained soil amount,
Suitable for silting of the test geotextile the infiltration coefficient not higher soil body of high saturation and when vertical load be present.
The technical program can be not only used for clogging test of the geotextile in the hypotonicity soil body, it can also be used to geotechnique
Clogging test of the fabric in the general permeability soil body, it is applied widely.The technical program is in the silting characteristic to geotextile
When being tested, influence of the vertical load to geotextile block characteristic can be tested again.Geotextile is in the course of work
Middle to be influenceed by burden pressure, the method clogging test of being compressed axially can study the silting of the geotextile under specific vertical pressure
Can, this is that conventional gradients can not than experiment.
The technical program can be according to application axial compressive force be actually needed, and measure geotextile is under the effect of certain vertical pressure
Silting characteristic, burden pressure or ambient pressure suffered during geotextile engineer applied can be simulated.
Using saturation soil sample, the technical program can by record sample height change and geotextile under axial
Thickness change, calculate soil body void ratio change, so as to calculate the discharge rate of moisture in the soil body, so as to calculate geotextile with
The synthesis infiltration coefficient of the sample of soil body composition, the consolidation characteristics that must can be also unearthed.
It is detained test proves that being compressed axially the plastic draining board filter membrane that method clogging test method measures using geotextile
Soil amount and vertical permeability coefficient are compared with plastic draining board filter membrane after work, and as a result closely, error is 5~26%, and axially
Compression method clogging test method result is slightly less than plastic draining board filter membrane after work.Because the plastic draining board filter membrane working time is up to several
Individual month, silting mechanism was increasingly complex, geotextile be compressed axially method clogging test method result be slightly less than it is really very rational.
Geotextile is with being compressed axially method clogging test Comparative result after the work of table 1
The present invention, without extra water source, few with soil amount, simple to operate using routine instrument device, test speed is fast,
As a result it is reliable and stable.
An example of the present invention is described in detail above, but content is only presently preferred embodiments of the present invention, no
The practical range for limiting the present invention can be considered as.Any changes and modifications in accordance with the scope of the present application,
Should still it belong within the patent covering scope of the present invention.
Claims (10)
1. geotextile is compressed axially method clogging test device, including sample container, deformation measuring device and axial pressurizing device,
Characterized in that, the sample container includes tank, retaining ring, cutting ring, porous disc and sample lid, it is disposed with the tank
Retaining ring, porous disc, cutting ring and sample lid, the deformation measuring device and the axial pressurizing device contact with the sample lid；
The porous disc includes top porous disc and bottom porous disc, is set between the top porous disc and the bottom porous disc
Cutting ring, sets gradually bottom porous disc, cutting ring, top porous disc and sample lid in the retaining ring from the bottom to top, in the cutting ring
Sample is set, and the cutting ring internal diameter is more than or equal to 79.8mm, the retaining ring, the cutting ring, the sample, the porous disc and institute
The size for stating sample lid matches.
2. geotextile according to claim 1 is compressed axially method clogging test device, it is characterised in that the sample hd top face
Center is provided with steel ball, and the axial pressurizing device contacts connection by steel ball with the sample lid；The bottom of gullet is provided with shallow
Groove, for placing the retaining ring, the bottom of the retaining ring sets relief port, is used as the circulation passage of water；
The diameter of the shallow grooves interior edge is less than retaining ring internal diameter, and the diameter of the shallow grooves outer is more than retaining ring external diameter.
3. geotextile according to claim 2 is compressed axially method clogging test device, it is characterised in that the deformation measurement dress
Put including dial gauge and dial framework, described dial framework one end connects the tank, and the dial framework other end connects dial gauge.
4. geotextile according to claim 2 is compressed axially method clogging test device, it is characterised in that the deformation measurement dress
Put and formed using displacement transducer.
5. geotextile according to claim 3 is compressed axially method clogging test device, it is characterised in that the dial gauge range
10~20mm, minimum indexing is 0.01mm.
6. geotextile according to claim 4 is compressed axially method clogging test device, it is characterised in that institute's displacement sensors
Using zero level displacement transducer.
7. method clogging test device is compressed axially according to the geotextile of claim 3 or 4, it is characterised in that the axial pressure
Device uses fluid pressure type, vapour-pressure type, lever or platform scale formula device.
8. geotextile is compressed axially method clogging test method, axially pressed using any described geotextile of claim 1~7
Contracting method clogging test device, it is characterised in that comprise the following steps：
Step 1: prepare sample：2 pieces of a diameter of geotextiles more than or equal to 79.8mm are cut, area is measured and weighs, according to
Geotextile thickness measure test method measures its thickness, geotextile and porous disc immersion saturation, and undisturbed soil is cut with cutting ring
Sample fills disturbed sample in cutting ring, if soil sample unsaturation needs saturation soil sample, soil is placed respectively in the top and bottom of soil sample
Work fabric, geotextile should be identical with engineer applied with the contact surface of soil sample, to simulate the working condition of geotextile；
Step 2: installation sample：Retaining ring is put into the shallow grooves of tank, the bigger porous disc of diameter is put into retaining ring, ring
Knife outer wall applies one layer of vaseline, and cutting edge is lowered into retaining ring, until being contacted with bottom porous disc.Top porous disc and sample lid
It is placed sequentially on sample；
Step 3: connection axial pressurizing device：Axial pressurizing device is connected with the steel ball that sample covers, and ensures sample Impact direction
For the direction of its vertical cross section；
Step 4: installation deformation measuring device：Apply 1kPa precompression to sample using axial pressurizing device, make each several part tight
Contiguity is touched, and the moisturizing such as wet cotton yarn material is coated around sample and carries out moisturizing during whole experiment, install dial gauge or
Displacement transducer, unloading, adjustment deformation reading is zero；
Step 5: apply axial compressive force：According to the intensity of the soil body and Demand Design xial feed sequence is tested, for moisture content very
Greatly, it the very low soil of intensity, should first apply 1~5kPa vertical load, deformation of the sample in different time is recorded after being further applied load
Amount, i.e. height change, stabilization standard is that last 1h deflections are no more than 0.001~0.01mm, according to lotus after stabilization
Sequence is carried to be further applied load step by step.
Step 6: after off-test, off-load, sample is split out, geotextile is peeled, remove surface surface dust, a piece of geotextile
It is put into permeameter rapidly, its vertical permeability coefficient is determined according to the vertical permeability test method of geotextile, a piece of geotechnique knits
Thing is weighed after air-drying；
Step 7: calculate：Calculate and be detained soil amount and geotextile vertical permeability coefficient reduction.
9. geotextile according to claim 8 is compressed axially method clogging test method, it is characterised in that the step 6 and institute
Also bag thickness measure step is stated among step 7, it is specific as follows：
The synthesis infiltration coefficient of sample, the coefficient of consolidation of soil sample, the modulus of compressibility parameter of soil sample need to be calculated, if geotextile thickness
It can not ignore with the change of load, also need to cut geotextile, according to the xial feed sequence of experiment according to geotextile thickness
Measurement test method measures its thickness, and the height change of soil sample is calculated according to sample deformation amount and geotextile amounts of thickness variation
Amount；
The Deformation calculation formula of soil sample under certain grade of load：
H=(h0-h1)-(t0-t1)
In formula, H is the deflection of soil sample under certain grade of load, mm；h0Height, mm at the end of for sample upper level load；h1For sample
Height, mm at the end of certain grade of load；t0For the thickness under geotextile upper level load, mm；t1For under geotextile grade load
Thickness, mm.
10. geotextile according to claim 8 is compressed axially method clogging test method, it is characterised in that stagnant in the step 8
The calculation formula for staying soil to measure：
In formula, η is that the delay soil of geotextile is measured, g/cm2；M be geotextile quality, g；m1For geotextile after experiment with
The quality of soil, g；A be geotextile area, cm2；
The calculation formula of geotextile vertical permeability coefficient reduction：
<mrow>
<mi>K</mi>
<mo>=</mo>
<mfrac>
<mrow>
<msub>
<mi>k</mi>
<mn>0</mn>
</msub>
<mo>-</mo>
<msub>
<mi>k</mi>
<mn>1</mn>
</msub>
</mrow>
<msub>
<mi>k</mi>
<mn>0</mn>
</msub>
</mfrac>
</mrow>
In formula, K is the vertical permeability coefficient reduction of geotextile；k0For the initial perpendicular infiltration coefficient of geotextile, cm/s；k1
For the vertical permeability coefficient of geotextile after experiment, cm/s.
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