CN104132877A - Apparatus for detecting filtering performance of geotextile, and method thereof - Google Patents
Apparatus for detecting filtering performance of geotextile, and method thereof Download PDFInfo
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Abstract
The invention provides an apparatus for detecting of the filtering performance of a geotextile, and a method thereof. The apparatus includes a conventional geotextile clogging test device, and also comprises a lost soil collecting network and a perforated flange plate, the lost soil collecting network and the perforated flange plate are arranged below a geotextile sample in the conventional geotextile clogging test device, and the lost soil collecting network is arranged at the upper side of the perforated flange plate. The lost soil collecting network and the hard small-aperture flange plate are arranged based on a present geotextile clogging test device. The specific detection method is similar to present geotextile clogging test, and the apparatus provided by the invention can be used for measuring the amount of the lost soil without influencing the detection functions of a present apparatus, and also has the advantages of convenient refitting, low cost, and convenient popularization and application.
Description
Technical field
The present invention relates to a kind of device and method that detects geotextile strainability, belong to textile technology field.
Background technology
The strainability of geotextile and the flow characteristics of its application scenario and soil function are closely related; in order to give full play to its strainability; requirement selects suitable geotextile as filtering layer material according to protected soil and streamflow regime; this just relates to the strainability test of geotextile, and conventional method is to adopt geotextile clogging test device at present.This device be tested geotextile intended application get a certain amount of soil, by test gradient, recently characterize the silting blocking of geotextile, when gradient ratio is less than 3, think that this geotextile has good silting blocking.Meanwhile, this device can also detect the infiltration coefficient of soil/textile system, in the infiltration coefficient of soil and unit volume geotextile containing index such as soil amount etc.; But this device can not detect the soil amount outflowing with water.When geotextile is used for the places such as seashore, river levee, a very important effect is exactly that soil conservation is fixed the sand, and keeps substantially the structural intergrity of protected soil.Although allowed a certain amount of soil particle (in 5% or 10%) to outflow with water through geotextile in order to prevent geotextile silting, if but relatively large soil all outflows with water, although when clogging test is tested, the silting blocking the performance test results of geotextile is better, does not have the basic role that soil conservation is fixed the sand.Therefore, the number of dropouts that detects soil particle in clogging test process is significant, and existing geotextile clogging test device and detection method can't realize this purpose.
Summary of the invention
The object of the present invention is to provide a kind of test unit and detection method that can comprehensively characterize geotextile strainability, to solve existing apparatus, only lay particular emphasis on the defect that characterizes geotextile silting blocking performance and do not relate to geotextile soil conservation performance.The present invention, on conventional geotextile clogging test device, is installed the device that can collect loss soil particle additional, enables the parameters such as while testing soil number of dropouts, gradient ratio, seepage flow, improves the characterizing method of geotextile strainability.
In order to achieve the above object, technical scheme of the present invention is to provide a kind of device that detects geotextile strainability, comprise conventional geotextile clogging test device, it is characterized in that, also comprise loss soil collecting net and ring flange with holes, described loss soil collecting net and ring flange with holes are located at the below of geotextile sample in conventional geotextile clogging test device, and loss soil collecting net is located at the upside of ring flange with holes.
Preferably, described conventional geotextile clogging test device comprises permeameter, described permeameter comprises top cylinder and doffing, top cylinder adopts dismountable mode to be connected with doffing, and the upside of top cylinder is provided with upper cover, and upper cover connects feed pipe and overflow pipe, between top cylinder and doffing, be provided with geotextile sample and copper wire screen cloth, geotextile sample is positioned at the upside of copper wire screen cloth, and doffing bottom connects adjustable pipe, and the side of top cylinder is respectively equipped with 2 from top to bottom
#piezometric tube, 3
#piezometric tube and 4
#piezometric tube, the side of doffing is provided with 1
#piezometric tube, described loss soil collecting net and ring flange with holes are located at doffing bottom, and described feed pipe is provided with water supply valve, and described overflow pipe and adjustable pipe are provided with tongs.
More preferably, described conventional geotextile clogging test device also comprises funnel and graduated cylinder, and the bottom of funnel connects collector pipe.
Preferably, described loss soil collecting net is MULTILAYER COMPOSITE dacron net.
Preferably, the thickness of described MULTILAYER COMPOSITE dacron net is 20～25mm.
Preferably, described MULTILAYER COMPOSITE dacron net is three-decker, fibre fineness in ground floor dacron net is 3～10D, adopts needle point method felt, and thickness is 15～20mm, maximum diameter of hole is 0.10～0.15mm, porosity is 97～99%, and the fibre fineness of second layer dacron net is 0.5～1D, adopts hot blast adhesion method felt, thickness is 3～5mm, and volume density is 110～138kg/m
3maximum diameter of hole is 0.04～0.10mm, porosity is 90～92%, the fibre fineness of the 3rd strata ester fiber net is 0.5～1D, employing plain weaving machine is weaved cotton cloth, and thickness is 0.5～1mm, and average pore size is 0.02～0.04mm, after making respectively three strata ester fiber nets, be combined with each other, described complex method is needle point method.
More preferably, the actual conditions of described needle point method felt is: needling density 150～300 thorns/cm
2, depth of needling 8～10mm, number 2～3 roads, acupuncture road; When adopting needle point method that three strata ester fiber nets are combined with each other, actual conditions is: needling density 100～200 thorns/cm
2, depth of needling 10～13mm, number 1～2 road, acupuncture road.
More preferably, in described second layer dacron net, contain 20～30% low melting point polyester fiber, when adopting hot blast adhesion legal system to make second layer dacron net, sticking temperature is 120～130 ℃, and web speed is 10～20m/min.
Preferably, described ring flange with holes adopts the stainless sheet steel that thickness is 0.4-0.6mm, and its surface uniform diameter that distributing is the aperture of 0.45～0.55cm, and overall porosity is 45～55%.
The present invention also provides a kind of method that detects geotextile strainability, it is characterized in that, adopts the device of above-mentioned detection geotextile strainability, and concrete steps comprise:
The first step: first test mass M after the oven dry of loss soil collecting net
0, open upper cover and the top cylinder of permeameter, loss soil collecting net and ring flange with holes are put into permeameter successively, open the tongs on adjustable pipe, by adjustable pipe by permeameter bottom water-filling until water level flushes with copper wire screen cloth, stop water-filling;
Second step: geotextile to be measured is cut into the circular specimen with certain area A, dries to constant weight and test its quality m
0and thickness T
g; Sample and top cylinder are installed, by adjustable pipe water-filling, are made sample saturated;
The 3rd step: quality U after the oven dry of testing soil, minutes four layers pack permeameter into, and every layer packs rear leveling into, and impacts with wooden mallet, and gross thickness is 8-12cm, then by adjustable pipe, is filled with water to water and flushes with soil sample end face, makes soil sample saturated; In dress sample process, should prevent that the import of piezometric tube is blocked, after soil sample all packs into, in soil sample, lay the gravel cushion that 1-3cm is thick;
The 4th step: the upper cover of permeameter is installed, and the spilling water mouth of pipe that continues to make water level rise to upper cover has water to overflow, and closes the tongs on adjustable pipe;
The 5th step: open feed pipe, regulate inflow to regulate permeameter water level, and observe the SEA LEVEL VARIATION in piezometric tube, when the water level of whole piezometric tube no longer fluctuates, feed pipe is kept to constant head state, open the tongs on adjustable pipe, current carry out seepage flow by sample;
The 6th step: all piezometric level and seepage flow water yield Q are read once in survey per hour, record infiltration time t and water temperature simultaneously, survey and read 24 hours continuously, according to actual measurement situation, can extend survey read time, until twice reading difference is less than 1% before and after each piezometric tube and the seepage flow water yield, reading is now designated as end value;
The 7th step: off-test, take out sample, remove surperficial surface dust, oven dry is tested the gross mass m containing soil sample after constant weight
1, calculate silting in the soil amount of sample inside, be accurate to 0.01g; Take out loss soil collecting net, oven dry is tested the gross mass M containing native collecting net after constant weight
1, calculate the soil amount outflowing with water, be accurate to 0.01g;
The 8th step: according to following formula respectively under infiltration coefficient 20 ℃ time of compute gradient ratio, geotextile/soil system, standard temperature in the infiltration coefficient of soil, unit volume fabric sample containing soil amount, the loss soil amount of unit area geotextile and at least one in loss soil number percent:
Gradient ratio:
in formula, GR is gradient ratio; h
12be 1
#with 2
#the final water level of piezometric tube poor, unit is cm; h
23be 2
#with 3
#the final water level of piezometric tube poor, unit is cm; T
gfor the thickness of geotextile sample, unit is cm;
The infiltration coefficient of geotextile/soil system in the time of 20 ℃:
in formula,
for the vertical infiltration coefficient of geotextile/soil system 20 ℃ time, unit is cm/s; Q is the final seepage flow water yield, and unit is cm
3; T is the infiltration time, and unit is s; h
13be 1
#with 3
#the final water level of piezometric tube poor, unit is cm; η
tthe coefficient of dynamic viscosity of water during for test water temperature, unit is KPas; η
20the coefficient of dynamic viscosity of water while being 20 ℃, unit is KPa.s; A is Area of Sample, and unit is cm
2;
The infiltration coefficient of soil during 20 ℃ of standard temperatures:
in formula,
the vertical infiltration coefficient of soil while being 20 ℃, unit is cm/s;
Measuring containing soil in unit volume geotextile sample:
in formula, m is measuring containing soil in unit volume geotextile, and unit is g/cm
3; m
0and m
1be respectively before test after the dries quantity of sample and off-test containing the dries quantity of soil sample, unit is g;
The loss soil amount of unit volume geotextile:
in formula, M is the loss soil amount of unit volume geotextile, and unit is g/cm
3; M
0and M
1be respectively before test after the oven dry of loss soil collecting net after quality and off-test containing the dries quantity of native loss soil collecting net, unit is g;
Loss soil number percent:
in formula, φ is loss soil number percent, the dries quantity of sample top soil when U is on-test, and unit is g, can calculate according to density and the volume of drying soil;
The 9th step: loss soil collecting net is rinsed well, treated after naturally drying to use next time.
Loss soil collecting net of the present invention is selected soft MULTILAYER COMPOSITE dacron net, can Reusability; In order fully to collect the soil particle through detected geotextile, the general geotextile of its Thickness Ratio is larger, adopts MULTILAYER COMPOSITE technology of preparing: ground floor aperture is large and porosity is higher, is convenient to entering and removing of soil particle; Second layer volume density is large, aperture is little, porosity is little, to entering the soil particle of ground floor, plays interception function, makes soil particle reside in as much as possible ground floor; The 3rd layer of aperture is very little, prevents that the minimum soil particle that partly enters the second layer from outflowing with water.Ring flange of the present invention is placed in below loss soil collecting net, plays a supporting role.
Compared with prior art, the invention has the beneficial effects as follows:
The present invention is on the basis of existing geotextile clogging test device, loss soil collecting net and hard small-bore ring flange have been installed additional, concrete detection method and existing geotextile clogging test are similar, but do not affecting on the basis of existing apparatus measuring ability, can also test the number of loss soil amount, and repacking is convenient, cost is low, easy to utilize.
Accompanying drawing explanation
Fig. 1 is geotextile strainability structure of the detecting device schematic diagram of the present invention;
Fig. 2 is loss soil collecting net structural representation of the present invention;
Fig. 3 is flange plate structure schematic diagram with holes of the present invention;
Embodiment
Below in conjunction with embodiment, illustrate the present invention.
Embodiment 1
As shown in Figure 1, for geotextile strainability structure of the detecting device schematic diagram of the present invention, the device of described detection geotextile strainability, comprise conventional geotextile clogging test device, also comprise loss soil collecting net 11 and ring flange with holes 12, described loss soil collecting net 11 and ring flange with holes 12 are located at the below of geotextile sample 6 in conventional geotextile clogging test device, and loss soil collecting net 11 is located at the upside of ring flange 12 with holes.
Described conventional geotextile clogging test device is permeameter, described permeameter comprises top cylinder 4 and doffing, top cylinder 4 adopts dismountable mode to be connected with doffing, the upside of top cylinder 4 is provided with upper cover 3, upper cover 3 connects feed pipe 1 and overflow pipe 2, is provided with geotextile sample 6 and copper wire screen cloth 7 between top cylinder 4 and doffing, and geotextile sample 6 is positioned at the upside of copper wire screen cloth 7, doffing bottom connects adjustable pipe 8, and the side of top cylinder 4 is respectively equipped with 2 from top to bottom
#piezometric tube 14,3
#piezometric tube 15 and 4
#piezometric tube 16, the side of doffing is provided with 1
#piezometric tube 11, described loss soil collecting net 11 and ring flange with holes 12 are located at doffing bottom, and described feed pipe 1 is provided with water supply valve, and described overflow pipe 2 and adjustable pipe 8 are provided with tongs.Described permeameter also comprises funnel 9 and graduated cylinder 10, and the bottom of funnel 9 connects collector pipe.
As shown in Figure 2, described loss soil collecting net 11 is MULTILAYER COMPOSITE dacron net.The thickness of described MULTILAYER COMPOSITE dacron net is 24.5mm.Described MULTILAYER COMPOSITE dacron net is three-decker, and the fibre fineness in ground floor dacron net 21 is 6D, adopts needle point method felt, and actual conditions is: needling density 250 thorns/cm
2, depth of needling 10mm, number 3 roads, acupuncture road, thickness is 20mm, and maximum diameter of hole is 0.11mm, and porosity is 98%, the fibre fineness of second layer dacron net 22 is 0.5D, contain 25% low melting point polyester fiber, all the other are conventional polyester fiber, when adopting hot blast adhesion legal system to make second layer dacron net, sticking temperature is 125 ℃, web speed is 15m/min, and thickness is 4mm, and volume density is 110kg/m
3maximum diameter of hole is 0.06mm, porosity is 92%, the fibre fineness of the 3rd strata ester fiber net 23 is 0.5D, adopts plain weaving machine to weave cotton cloth, and thickness is 0.5mm, average pore size is 0.03mm, after making respectively three strata ester fiber nets, be combined with each other, described complex method is needle point method, and actual conditions is: needling density 150 thorns/cm
2, depth of needling 10mm, number 2 roads, acupuncture road.
As shown in Figure 3, described ring flange with holes 12 adopts the stainless sheet steel that thickness are 0.5mm, and its surface uniform diameter that distributing is the aperture 24 of 0.5cm, and overall porosity is 50%.
Adopt the method for the device detection geotextile strainability of above-mentioned detection geotextile strainability to be:
The first step: first test mass M after the oven dry of loss soil collecting net 11
0for 42.78g, open upper cover and the top cylinder of permeameter, loss soil collecting net 11 and ring flange 12 with holes are put into permeameter successively, open the tongs on adjustable pipe 8, by adjustable pipe 8 by permeameter bottom water-filling until water level flushes with copper wire screen cloth 7, stop water-filling;
Second step: it is 200cm that geotextile to be measured is cut into area A
2circular specimen, dry to constant weight and test its quality m
0for 8g, thickness T
gfor 5mm; Sample and top cylinder are installed, by adjustable pipe 8 water-fillings, are made sample saturated;
The 3rd step: quality U after the oven dry of testing soil, minutes four layers pack permeameter into, and every layer packs rear leveling into, and impacts with wooden mallet, and gross thickness is 10cm, then by adjustable pipe 8, is filled with water to water and flushes with soil sample end face, makes soil sample saturated; In dress sample process, should prevent that the import of piezometric tube is blocked, after soil sample all packs into, in soil sample, lay the gravel cushion that 2cm is thick;
The 4th step: the upper cover of permeameter is installed, is continued to make water level rising to 2 mouthfuls of the overflow pipes of upper cover to have water to overflow, close the tongs on adjustable pipe 8;
The 5th step: open feed pipe 1, regulate permeameter water level by fine setting inflow, and observe the SEA LEVEL VARIATION in piezometric tube, when the water level of whole piezometric tube no longer fluctuates, feed pipe 1 is kept to constant head state, open the tongs on adjustable pipe 8, current carry out seepage flow by sample;
The 6th step: all piezometric level and the seepage flow water yield are read once in survey per hour, record infiltration time and water temperature simultaneously, survey and read 24 hours continuously, and before and after each piezometric tube and the seepage flow water yield, twice reading difference is less than 1%, and reading is now designated as end value;
The 7th step: off-test, take out sample, remove gently surperficial surface dust, oven dry is tested the gross mass m containing soil sample after constant weight
1, be 23.15g, calculate silting in the soil amount of sample inside, be accurate to 0.01g; Take out loss soil collecting net 11, oven dry is tested the gross mass M containing native collecting net after constant weight
1for 46.11g, calculate the soil amount outflowing with water, be accurate to 0.01g;
The 8th step: according to following the formula infiltration coefficient of 20 ℃ of soil, loss soil amount and the loss soil number percent containing soil amount, unit area geotextile in unit volume fabric sample under infiltration coefficient 20 ℃ time of compute gradient ratio, geotextile/soil system, standard temperature respectively:
Gradient ratio:
The infiltration coefficient of geotextile/soil system when at 20 ℃:
The infiltration coefficient of soil during 20 ℃ of standard temperatures:
Measuring containing soil in unit volume geotextile sample:
The loss soil amount of unit volume geotextile:
Loss soil number percent:
The 9th step: loss soil collecting net is rinsed to completely clean repeatedly with tap water, treat after naturally drying to use next time.
Testing result shows, tested geotextile sample silting phenomenon does not occur and only has minute quantity soil to outflow with water, therefore can be as the filtering layer material of tested soil.
Embodiment 2
As shown in Figure 1, for geotextile strainability structure of the detecting device schematic diagram of the present invention, the device of described detection geotextile strainability, comprise conventional geotextile clogging test device, also comprise loss soil collecting net 11 and ring flange with holes 12, described loss soil collecting net 11 and ring flange with holes 12 are located at the below of geotextile sample 6 in conventional geotextile clogging test device, and loss soil collecting net 11 is located at the upside of ring flange 12 with holes.
Described conventional geotextile clogging test device is permeameter, described permeameter comprises top cylinder 4 and doffing, top cylinder 4 adopts dismountable mode to be connected with doffing, the upside of top cylinder 4 is provided with upper cover 3, upper cover 3 connects feed pipe 1 and overflow pipe 2, is provided with geotextile sample 6 and copper wire screen cloth 7 between top cylinder 4 and doffing, and geotextile sample 6 is positioned at the upside of copper wire screen cloth 7, doffing bottom connects adjustable pipe 8, and the side of top cylinder 4 is respectively equipped with 2 from top to bottom
#piezometric tube 14,3
#piezometric tube 15 and 4
#piezometric tube 16, the side of doffing is provided with 1
#piezometric tube 11, described loss soil collecting net 11 and ring flange with holes 12 are located at doffing bottom, and described feed pipe 1 is provided with water supply valve, and described overflow pipe 2 and adjustable pipe 8 are provided with tongs.Described permeameter also comprises funnel 9 and graduated cylinder 10, and the bottom of funnel 9 connects collector pipe.
As shown in Figure 2, described loss soil collecting net 11 is soft MULTILAYER COMPOSITE dacron net.The thickness of described MULTILAYER COMPOSITE dacron net is 19mm.Described MULTILAYER COMPOSITE dacron net is three-decker, and the fibre fineness in ground floor dacron net 21 is 8D, adopts needle point method felt, and actual conditions is: needling density 200 thorns/cm
2, depth of needling 10mm, number 3 roads, acupuncture road, thickness is 15mm, and maximum diameter of hole is 0.13mm, and porosity is 98%, the fibre fineness of second layer dacron net 22 is 0.5D, contain 20% low melting point polyester fiber, all the other are conventional polyester fiber, when adopting hot blast adhesion legal system to make second layer dacron net, sticking temperature is 125 ℃, web speed is 15m/min, and thickness is 3mm, and volume density is 138kg/m
3maximum diameter of hole is 0.08mm, porosity is 90%, the fibre fineness of the 3rd strata ester fiber net 23 is 0.5D, adopts plain weaving machine to weave cotton cloth, and thickness is 1mm, average pore size is 0.02mm, after making respectively three strata ester fiber nets, be combined with each other, described complex method is needle point method, and actual conditions is: needling density 120 thorns/cm
2, depth of needling 10mm, number 2 roads, acupuncture road.
As shown in Figure 3, described ring flange with holes 12 adopts the stainless sheet steel that thickness are 0.5mm, and its surface uniform diameter that distributing is the aperture 24 of 0.5cm, and overall porosity is 50%.
Adopt the method for the device detection geotextile strainability of above-mentioned detection geotextile strainability to be:
The first step: first test mass M after the oven dry of loss soil collecting net 11
0for 31.46g, open upper cover and the top cylinder of permeameter, loss soil collecting net 11 and ring flange 12 with holes are put into permeameter successively, open the tongs on adjustable pipe 8, by adjustable pipe 8 by permeameter bottom water-filling until water level flushes with copper wire screen cloth 7, stop water-filling;
Second step: it is 200cm that geotextile to be measured is cut into area A
2circular specimen, dry to constant weight and test its quality m
0for 6g, thickness T
gfor 4mm; Sample and top cylinder are installed, by adjustable pipe 8 water-fillings, are made sample saturated;
The 3rd step: quality U after the oven dry of testing soil, minutes four layers pack permeameter into, and every layer packs rear leveling into, and impacts with wooden mallet, and gross thickness is 10cm, then by adjustable pipe 8, is filled with water to water and flushes with soil sample end face, makes soil sample saturated; In dress sample process, should prevent that the import of piezometric tube is blocked, after soil sample all packs into, in soil sample, lay the gravel cushion that 2cm is thick;
The 4th step: the upper cover of permeameter is installed, is continued to make water level rising to 2 mouthfuls of the overflow pipes of upper cover to have water to overflow, close the tongs on adjustable pipe 8;
The 5th step: open feed pipe 1, regulate permeameter water level by fine setting inflow, and observe the SEA LEVEL VARIATION in piezometric tube, when the water level of whole piezometric tube no longer fluctuates, feed pipe 1 is kept to constant head state, open the tongs on adjustable pipe 8, current carry out seepage flow by sample;
The 6th step: all piezometric level and seepage flow water yield Q are read once in survey per hour, record infiltration time t and water temperature simultaneously, survey and read 24 hours continuously, and before and after each piezometric tube and the seepage flow water yield, twice reading difference is less than 1%, and reading is now designated as end value;
The 7th step: off-test, take out sample, remove gently surperficial surface dust, oven dry is tested the gross mass m containing soil sample after constant weight
1, be 25.21g, calculate silting in the soil amount of sample inside, be accurate to 0.01g; Take out loss soil collecting net 11, oven dry is tested the gross mass M containing native collecting net after constant weight
1for 36.03g, calculate the soil amount outflowing with water, be accurate to 0.01g;
The 8th step: according to following formula respectively under infiltration coefficient 20 ℃ time of compute gradient ratio, geotextile/soil system, standard temperature 20.Loss soil amount and loss soil number percent containing soil amount, unit area geotextile in the infiltration coefficient of ℃ soil, unit volume fabric sample:
Gradient ratio:
Soil/textile system is 20.℃ time infiltration coefficient:
Standard temperature 20.℃ time soil infiltration coefficient:
Measuring containing soil in unit volume geotextile sample:
The loss soil amount of unit volume geotextile:
Loss soil number percent:
The 9th step: loss soil collecting net is rinsed to completely clean repeatedly with tap water, treat after naturally drying to use next time.
Testing result shows, tested geotextile sample silting phenomenon does not occur and only has minute quantity soil to outflow with water, therefore can be as the filtering layer material of tested soil.
Claims (10)
1. a device that detects geotextile strainability, comprise conventional geotextile clogging test device, it is characterized in that, also comprise loss soil collecting net (11) and ring flange with holes (12), described loss soil collecting net (11) and ring flange with holes (12) are located at the below of geotextile sample (6) in conventional geotextile clogging test device, and loss soil collecting net (11) is located at the upside of ring flange with holes (12).
2. the device of detection geotextile strainability as claimed in claim 1, it is characterized in that, described conventional geotextile clogging test device comprises permeameter, described permeameter comprises top cylinder (4) and doffing, top cylinder (4) adopts dismountable mode to be connected with doffing, the upside of top cylinder (4) is provided with upper cover (3), upper cover (3) connects feed pipe (1) and overflow pipe (2), between top cylinder (4) and doffing, be provided with geotextile sample (6) and copper wire screen cloth (7), geotextile sample (6) is positioned at the upside of copper wire screen cloth (7), doffing bottom connects adjustable pipe (8), the side of top cylinder (4) is respectively equipped with 2 from top to bottom
#piezometric tube (14), 3
#piezometric tube (15) and 4
#piezometric tube (16), the side of doffing is provided with 1
#piezometric tube (11), described loss soil collecting net (11) and ring flange with holes (12) are located at doffing bottom, described feed pipe (1) is provided with water supply valve, and described overflow pipe (2) and adjustable pipe (8) are provided with tongs.
3. the device of detection geotextile strainability as claimed in claim 2, is characterized in that, described conventional geotextile clogging test device also comprises funnel (9) and graduated cylinder (10), and the bottom of funnel (9) connects collector pipe.
4. the device of detection geotextile strainability as claimed in claim 1, is characterized in that, described loss soil collecting net (11) is MULTILAYER COMPOSITE dacron net.
5. the device of detection geotextile strainability as claimed in claim 4, is characterized in that, the thickness of described MULTILAYER COMPOSITE dacron net is 20～25mm.
6. the device of detection geotextile strainability as claimed in claim 4, it is characterized in that, described MULTILAYER COMPOSITE dacron net is three-decker, and the fibre fineness in ground floor dacron net is 3～10D, adopt needle point method felt, thickness is 15～20mm, and maximum diameter of hole is 0.10～0.15mm, and porosity is 97～99%, the fibre fineness of second layer dacron net is 0.5～1D, adopt hot blast adhesion method felt, thickness is 3～5mm, and volume density is 110～138kg/m
3maximum diameter of hole is 0.04～0.10mm, porosity is 90～92%, the fibre fineness of the 3rd strata ester fiber net is 0.5～1D, employing plain weaving machine is weaved cotton cloth, and thickness is 0.5～1mm, and average pore size is 0.02～0.04mm, after making respectively three strata ester fiber nets, be combined with each other, described complex method is needle point method.
7. the device of detection geotextile strainability as claimed in claim 6, is characterized in that, the actual conditions of described needle point method felt is: needling density 150～300 thorns/cm
2, depth of needling 8～10mm, number 2～3 roads, acupuncture road; When adopting needle point method that three strata ester fiber nets are combined with each other, actual conditions is: needling density 100～200 thorns/cm
2, depth of needling 10～13mm, number 1～2 road, acupuncture road.
8. the device of detection geotextile strainability as claimed in claim 6, it is characterized in that, described second layer dacron net contains 20～30% low melting point polyester fiber, when adopting hot blast adhesion legal system to make second layer dacron net, sticking temperature is 120～130 ℃, and web speed is 10～20m/min;
9. the device of detection geotextile strainability as claimed in claim 1, it is characterized in that, described ring flange with holes (12) adopts the stainless sheet steel that thickness is 0.4-0.6mm, and its surface uniform diameter that distributing is the aperture of 0.45～0.55cm, and overall porosity is 45～55%.
10. a method that detects geotextile strainability, is characterized in that, adopts the device of the detection geotextile strainability described in any one in claim 1-9, and concrete steps comprise:
The first step: first test mass M after the oven dry of loss soil collecting net (11)
0open upper cover and the top cylinder of permeameter, loss soil collecting net (11) and ring flange with holes (12) are put into permeameter successively, open the tongs on adjustable pipe (8), by adjustable pipe (8) by permeameter bottom water-filling until water level flushes with copper wire screen cloth (7), stop water-filling;
Second step: geotextile to be measured is cut into the circular specimen with certain area A, dries to constant weight and test its quality m
0and thickness T
g; Sample and top cylinder are installed, by adjustable pipe (8) water-filling, are made sample saturated;
The 3rd step: quality U after the oven dry of testing soil, minutes four layers pack permeameter into, and every layer packs rear leveling into, and impacts with wooden mallet, and gross thickness is 8-12cm, then by adjustable pipe (8), is filled with water to water and flushes with soil sample end face, makes soil sample saturated; In dress sample process, should prevent that the import of piezometric tube is blocked, after soil sample all packs into, in soil sample, lay the gravel cushion that 1-3cm is thick;
The 4th step: the upper cover of permeameter is installed, and the overflow pipe (2) mouthful that continues to make water level rise to upper cover has water to overflow, and closes the tongs on adjustable pipe (8);
The 5th step: open feed pipe (1), regulate inflow to regulate permeameter water level, and observe the SEA LEVEL VARIATION in piezometric tube, when the water level of whole piezometric tube no longer fluctuates, feed pipe (1) is kept to constant head state, open the tongs on adjustable pipe (8), current carry out seepage flow by sample;
The 6th step: all piezometric level and seepage flow water yield Q are read once in survey per hour, record infiltration time t and water temperature simultaneously, survey and read 24 hours continuously, according to actual measurement situation, can extend survey read time, until twice reading difference is less than 1% before and after each piezometric tube and the seepage flow water yield, reading is now designated as end value;
The 7th step: off-test, take out sample, remove surperficial surface dust, oven dry is tested the gross mass m containing soil sample after constant weight
1, calculate silting in the soil amount of sample inside, be accurate to 0.01g; Take out loss soil collecting net (11), oven dry is tested the gross mass M containing native collecting net after constant weight
1, calculate the soil amount outflowing with water, be accurate to 0.01g;
The 8th step: according to following formula respectively under infiltration coefficient 20 ℃ time of compute gradient ratio, geotextile/soil system, standard temperature in the infiltration coefficient of soil, unit volume fabric sample containing soil amount, the loss soil amount of unit area geotextile and at least one in loss soil number percent:
Gradient ratio:
in formula, GR is gradient ratio; h
12be 1
#with 2
#the final water level of piezometric tube poor, unit is cm; h
23be 2
#with 3
#the final water level of piezometric tube poor, unit is cm; T
gfor the thickness of geotextile sample, unit is cm;
The infiltration coefficient of geotextile/soil system in the time of 20 ℃:
in formula,
for the vertical infiltration coefficient of geotextile/soil system 20 ℃ time, unit is cm/s; Q is the final seepage flow water yield, and unit is cm
3; T is the infiltration time, and unit is s; h
13be 1
#with 3
#the final water level of piezometric tube poor, unit is cm; η
tthe coefficient of dynamic viscosity of water during for test water temperature, unit is KPas; η
20the coefficient of dynamic viscosity of water while being 20 ℃, unit is KPa.s; A is Area of Sample, and unit is cm
2;
The infiltration coefficient of soil during 20 ℃ of standard temperatures:
in formula,
the vertical infiltration coefficient of soil while being 20 ℃, unit is cm/s;
Measuring containing soil in unit volume geotextile sample:
in formula, m is measuring containing soil in unit volume geotextile, and unit is g/cm
3; m
0and m
1be respectively before test after the dries quantity of sample and off-test containing the dries quantity of soil sample, unit is g;
The loss soil amount of unit volume geotextile:
in formula, M is the loss soil amount of unit volume geotextile, and unit is g/cm
3; M
0and M
1be respectively before test after the oven dry of loss soil collecting net (11) after quality and off-test containing the dries quantity of native loss soil collecting net (11), unit is g;
Loss soil number percent:
in formula, φ is loss soil number percent, the dries quantity of sample top soil when U is on-test, and unit is g, can calculate according to density and the volume of drying soil;
The 9th step: loss soil collecting net is rinsed well, treated after naturally drying to use next time.
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| CN104674779A (en) * | 2015-01-12 | 2015-06-03 | 青海富腾生态科技有限公司 | Clogging prevention composite geotextile |
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| CN106644885A (en) * | 2016-12-26 | 2017-05-10 | 立方通达实业（天津）有限公司 | Vertical permeameter for geotextile |
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| CN107677586A (en) * | 2017-11-20 | 2018-02-09 | 中国铁道科学研究院 | A kind of new geotextile silting experiment instrument |
| CN107677586B (en) * | 2017-11-20 | 2024-06-21 | 中国铁道科学研究院 | Geotextile silting experiment instrument |
| CN108072599A (en) * | 2017-12-18 | 2018-05-25 | 王培琴 | A kind of filtrate purifying property experimental rig for purification of water quality |
| CN108414426A (en) * | 2018-05-17 | 2018-08-17 | 中铁十六局集团第三工程有限公司 | A kind of support mesh screen and its test method measuring experiment for geotextiles effective aperture |
| CN109187283B (en) * | 2018-08-13 | 2020-11-13 | 浙江海洋大学 | Device and method for determining internal moisture permeation rate of easily fluidized cargo under real ship motion |
| CN109187283A (en) * | 2018-08-13 | 2019-01-11 | 浙江海洋大学 | Easy fluidised form cargo internal moisture infiltration rate determining device and method under real shipping is dynamic |
| CN109406363A (en) * | 2018-10-18 | 2019-03-01 | 昆明理工大学 | A kind of silting experimental provision of tailings material and its geotextile |
| CN109406363B (en) * | 2018-10-18 | 2024-06-25 | 昆明理工大学 | Tailing material and geotextile clogging experimental device thereof |
| CN109406367A (en) * | 2018-12-06 | 2019-03-01 | 中国科学院武汉岩土力学研究所 | A kind of geotextiles silting and permeability simulation experimental device |
| CN110595985A (en) * | 2019-10-29 | 2019-12-20 | 中南大学 | Geotextile performance testing system and method for compacted grouting soil nails |
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