CN110595985A - Geotextile performance testing system and method for compacted grouting soil nails - Google Patents
Geotextile performance testing system and method for compacted grouting soil nails Download PDFInfo
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- CN110595985A CN110595985A CN201911036761.1A CN201911036761A CN110595985A CN 110595985 A CN110595985 A CN 110595985A CN 201911036761 A CN201911036761 A CN 201911036761A CN 110595985 A CN110595985 A CN 110595985A
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- 239000004746 geotextile Substances 0.000 title claims abstract description 132
- 239000002689 soil Substances 0.000 title claims abstract description 64
- 238000012360 testing method Methods 0.000 title claims abstract description 53
- 238000000034 method Methods 0.000 title claims abstract description 45
- 239000000463 material Substances 0.000 claims abstract description 109
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 70
- 239000004568 cement Substances 0.000 claims abstract description 49
- 230000035699 permeability Effects 0.000 claims abstract description 48
- 238000005303 weighing Methods 0.000 claims abstract description 16
- 238000003973 irrigation Methods 0.000 claims description 41
- 230000002262 irrigation Effects 0.000 claims description 41
- 238000004140 cleaning Methods 0.000 claims description 18
- 238000005056 compaction Methods 0.000 claims description 18
- 238000007789 sealing Methods 0.000 claims description 13
- 238000010835 comparative analysis Methods 0.000 claims description 9
- 238000009736 wetting Methods 0.000 claims description 7
- 229940099259 vaseline Drugs 0.000 claims description 6
- 238000003860 storage Methods 0.000 claims description 5
- 238000005259 measurement Methods 0.000 claims description 4
- 230000001105 regulatory effect Effects 0.000 claims description 4
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 230000006835 compression Effects 0.000 claims description 3
- 238000007906 compression Methods 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 2
- 238000002347 injection Methods 0.000 claims 2
- 239000007924 injection Substances 0.000 claims 2
- 238000011056 performance test Methods 0.000 description 5
- 210000001503 joint Anatomy 0.000 description 3
- 238000011041 water permeability test Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 239000012528 membrane Substances 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000010998 test method Methods 0.000 description 2
- 241001391944 Commicarpus scandens Species 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000006260 foam Substances 0.000 description 1
- 239000011381 foam concrete Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
Classifications
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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
- G01N15/0806—Details, e.g. sample holders, mounting samples for testing
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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
- G01N15/082—Investigating permeability by forcing a fluid through a sample
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N5/00—Analysing materials by weighing, e.g. weighing small particles separated from a gas or liquid
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- Health & Medical Sciences (AREA)
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- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
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- Pathology (AREA)
- Dispersion Chemistry (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention discloses a geotextile performance testing system and method for compacted grouting soil nails, wherein the system comprises a grouting device, a pressurizing device and a collecting and weighing device, the grouting device comprises an upper grouting chamber and a lower grouting chamber which are hermetically communicated, geotextile is fixed between the upper grouting chamber and the lower grouting chamber, a gas pipe of the pressurizing device is communicated with the inner cavity of the upper grouting chamber, the collecting and weighing device is positioned below the lower grouting chamber, grouting material is poured from the top of the upper grouting chamber, and the geotextile flows into a collecting container of the collecting and weighing device through the lower grouting chamber and then is weighed. The proper range of the parameters of the geotextile and the similar materials is determined by systematically testing the relationship between the geotextile and grouting pressure, the water cement ratio and the volume of the grouting materials, so that the existing geotextile and the similar materials can be used for compacting the grouting soil nail as long as the porosity, the permeability coefficient, the strength and the material parameters are in the range, the uplift resistance of the compacting grouting soil nail is improved, and a reference technical basis is provided for selecting the geotextile of the compacting grouting soil nail.
Description
Technical Field
The invention belongs to the field of rock-soil test instruments, and particularly relates to a system and a method for testing the performance of geotextiles for compacted grouting soil nails.
Background
The geotextile covering the grouting holes of the compaction grouting soil nails is used as a main component of the compaction grouting soil nails, and the formed bubble joints play a vital role in the pulling resistance of the compaction grouting soil nails. On one hand, the soil body near the joint bubble is compacted and becomes dense due to grouting, and the joint bubble is obviously reinforced, so that the pulling resistance is increased; on the other hand, the increase of the node bubble causes more compressed soil to be accumulated in front of the node bubble, so that larger reaction force is generated, and the pull-out resistance of the compacted grouting soil nail is increased; under the effect of novel compacted slip casting soil nail, can make the soil body keep great deformation relatively before final destruction, the resistance to plucking is better than traditional soil nail.
The rubber film covered on the grouting hole of the compaction grouting soil nail has no water permeability and air permeability, certain air is filled in the compaction grouting soil nail before grouting, air is not discharged when the compaction grouting soil nail is grouted into the soil nail, and the air is gathered in the rubber film, so that the rubber film cannot be filled with grouting materials, and a formed bubble-saving cavity cannot fully play the role of the compaction grouting soil nail; the rubber membrane has low strength, is easy to break in the process of grouting to form node bubbles, and the grouting material can flow out and cannot play a role; the choice of geotextile is therefore particularly important, which needs to be breathable so as to prevent the formation of node bubble voids; the geotextile needs to be permeable, so that the water-cement ratio of concrete in the node foam can be reduced, and the strength of the node foam concrete is increased; the geotextile can control the size of the formed bubble-saving fabric, so that the design and construction are more convenient. The search for the geotextile meeting the conditions plays a key role in the application of the compacted grouting soil nail in the engineering. There is currently no suitable geotextile material for use in compacted grouted soil nails.
Disclosure of Invention
The invention aims to provide a geotextile performance test system and a geotextile performance test method which can provide technical basis for geotextile selection of compacted grouting soil nails.
The invention provides a geotextile performance test system for compacted grouting soil nails, which comprises a grouting device, a pressurizing device and a collecting and weighing device, wherein the grouting device comprises an upper grouting chamber and a lower grouting chamber which are hermetically communicated, geotextile is fixed between the upper grouting chamber and the lower grouting chamber, a gas pipe of the pressurizing device is communicated with the inner cavity of the upper grouting chamber, the collecting and weighing device is positioned below the lower grouting chamber, grouting materials are poured from the top of the upper grouting chamber, and the geotextile flows into a collecting container of the collecting and weighing device through the lower grouting chamber and then is weighed.
In one embodiment of the above technical solution, the pressurizing device includes an air compression storage tank or an air compressor, an air pipe connected to the air compression storage tank or the air compressor, and a pressure regulating valve connected to the air pipe.
In one embodiment of the above technical solution, the upper filling chamber comprises a cylindrical barrel, and a top cover and a flange connected to the upper and lower ends of the cylindrical barrel, wherein the top cover is provided with a grouting material inlet connection pipe and an air inlet connection pipe; the lower irrigation chamber comprises a cylindrical barrel and a flange connected with the upper end of the cylindrical barrel; the inner diameters of the two cylindrical barrels are the same, and annular grooves are respectively formed in the corresponding positions of the bottom surface of the flange at the lower end of the upper irrigation chamber and the top surface of the flange at the upper end of the lower irrigation chamber.
In one embodiment of the above technical scheme, the grouting material inlet connecting pipe on the top cover is connected with the gate valve or the threaded plug, and the air inlet connecting pipe is connected with the switch valve.
In one embodiment of the above technical scheme, the geotextile is laid on the top surface of the flange at the upper end of the lower irrigation chamber, the O-shaped sealing ring is pressed into the annular groove of the flange, and the upper irrigation chamber is connected and fastened with the lower irrigation chamber through the flange at the lower end of the upper irrigation chamber by a fastener.
In an embodiment of the above technical scheme, the grouting device further comprises a support frame, the support frame comprises a bottom plate, a plurality of stand columns and a lower irrigation chamber connecting column, the bottom plate is horizontally arranged, the stand columns are vertically fixed on the bottom plate, the upper ends of the stand columns are respectively connected with the lower irrigation chamber connecting column, and the tail ends of the lower irrigation chamber connecting column are connected to the outer wall of the lower irrigation chamber cylindrical barrel.
In one embodiment of the above technical solution, the bottom plate is a rectangular plate, four columns and four lower irrigation chamber connection columns are provided, the four columns are symmetrically connected to four corners of the rectangular bottom plate, and each lower irrigation chamber connection column is arranged along the horizontal direction or in an upward inclined state.
In one embodiment of the above technical solution, the collection weighing device includes an electronic scale, a collection container and a funnel, the collection container is disposed on the electronic scale, the funnel is disposed at an upper port of the collection container, and a caliber of the funnel is larger than an inner diameter of the cylindrical barrel of the lower filling chamber.
The invention provides a method for measuring the performance of geotextile by utilizing the device to carry out compaction grouting soil nailing, which comprises the following steps:
i, testing the water permeability of the geotextile under different pressure conditions
(1) Preparing a grouting material with the volume of V and the water-cement ratio of a;
(2) wetting the inner wall of the cylindrical barrel of the lower irrigation chamber and the inner wall of the funnel of the collecting and weighing device with water and coating vaseline on the inner wall;
(3) wetting the geotextile to be tested by water and fixing;
(4) the gas pipe of the pressurizing device is connected with the switch valve of the upper gas inlet connecting pipe of the top cover of the upper irrigation chamber in a sealing way;
(5) the collecting and weighing device is arranged right below the lower irrigation chamber, and the reading of the electronic scale in the initial state that no water exists in the collecting container is read and recorded;
(6) grouting the grouting material prepared in the step (1) into the upper grouting chamber from a grouting material inlet connecting pipe on the top cover of the upper grouting chamber, and plugging the grouting material inlet connecting pipe to prevent air leakage;
(7) regulating the output pressure of the pressurizing device to P1Opening a switch valve, pressurizing the upper filling chamber, and recording the reading change process of the electronic scale through the whole video recording process;
(8) cleaning and wiping all devices which contact the grouting material, replacing the same geotextile, changing the output air pressure of a pressurizing device, keeping the parameters of the grouting material unchanged, testing by referring to the steps, and making corresponding data records; repeating the steps for a plurality of times;
(9) carrying out comparative analysis on the readings of the electronic scales recorded under different output air pressures, and finding out the relation between the water permeability of the geotextile and the grouting pressure under the condition of certain volume and water-cement ratio;
second, under the condition of different water-cement ratios, the water permeability of the geotextile is tested
(10) Repeating the steps (1) to (6), adjusting the output air pressure of the pressurizing device to be P, pressurizing the upper filling chamber, and recording the reading change of the electronic scale according to the step (7);
(11) cleaning and wiping all devices which contact the grouting material, then replacing the same geotextile, changing the water-cement ratio of the grouting material, keeping the volume of the grouting material unchanged, keeping the output air pressure of the pressurizing device unchanged, performing measurement according to the step (10), and making corresponding data records; repeating the steps for a plurality of times;
(12) and carrying out comparative analysis on the electronic scale data recorded under the conditions of different water-cement ratios of the grouting material, and finding out the relation between the water permeability of the geotextile and the water-cement ratio of the grouting material under certain volume and pressure conditions.
Thirdly, testing the water permeability of the geotextile under the condition of grouting materials with different volumes
(13) Repeating the steps (1) to (6), adjusting the output air pressure of the pressurizing device to be P, pressurizing the upper filling chamber, and recording the reading change of the electronic scale according to the step (7);
(14) cleaning and wiping all devices which contact the grouting material, then replacing the same geotextile, changing the volume of the grouting material, keeping the water-cement ratio of the grouting material unchanged, keeping the output air pressure of the pressurizing device unchanged, measuring according to the step (10), and making corresponding data records; repeating the steps for a plurality of times;
(15) and carrying out comparative analysis on the electronic scale data recorded under the condition of different volumes of the grouting material, and finding out the relation between the water permeability of the geotextile and the volume of the grouting material under the condition of certain water-cement ratio and pressure.
Fourth, analysis
Reading water permeability data from the electronic scale at regular intervals according to the change of the reading number of the electronic scale recorded by the video, drawing a water permeability-time curve, and analyzing the relation between the water permeability of the geotextile and the grouting pressure under the conditions of certain volume and water-cement ratio according to the curve; under certain volume and pressure conditions, the relationship between the water permeability of the geotextile and the water cement ratio of the grouting material; the relationship between the water permeability of the geotextile and the volume of the grouting material under the conditions of a certain water-cement ratio and a certain pressure; the proper range of the parameters of the geotextile and the similar materials can be determined according to the measured result, and the geotextile and the similar materials on the market can be applied to the compaction grouting soil nail as long as the parameters of the porosity, the permeability coefficient, the strength and the material quality are in the range.
The invention provides a geotextile performance test system for compacted grouting soil nails, and provides method steps for testing by using the system. The system comprises an upper filling chamber, a lower filling chamber, a funnel, a sealing ring, a fastening piece, a grouting material, a pressurizing device, a pressure sensor, a controller and a controller, wherein the upper filling chamber and the lower filling chamber are arranged in a system, the upper filling chamber and the lower filling chamber are butted through flanges, the inner walls of the lower filling chamber and the funnel are wetted by water and coated with vaseline, geotextile wetted by water in advance is arranged above the lower filling chamber, the 0-shaped sealing ring is fixed in the groove to be pressed by the 0-shaped sealing ring, the upper filling chamber and the lower filling chamber are buckled and fastened through the fastening piece, the grouting material capable of truly simulating compaction grouting soil nails is filled into the upper filling chamber, the output air pressure of the pressurizing device is adjusted, the upper filling chamber is. Under the condition that the pressure in the upper filling chamber is kept to be certain, grouting materials with different water-cement ratios of compacted grouting soil nails are simulated by changing the water-cement ratio of the grouting materials in the upper filling chamber, and the relation between the water permeability of the geotextile and the water-cement ratio of the grouting materials is judged by monitoring the water amount filtered out by the geotextile for a certain time. Under the condition of keeping the pressure of the upper filling chamber to be certain, the volume of the grouting material in the upper filling chamber is changed to simulate the grouting material with different volumes of the compacted grouting soil nails, and the relationship between the water permeability of the geotextile and the volume of the grouting material is judged by monitoring the water amount filtered out by the geotextile for a certain time. The relation between the water permeability of the geotextile of the compacted grouting soil nail and the grouting pressure, the water cement ratio and the volume of the grouting material is effectively disclosed, namely the relation is that the test result can be better used for selecting the geotextile of the compacted grouting soil nail by taking the actual compacted grouting soil nail engineering as the research background. The invention is based on the compaction grouting soil nail engineering, the performance of the geotextile of different compaction grouting soil nails can be repeatedly simulated and tested through the test system, and the provided test method can test the relationship between the geotextile of the compaction grouting soil nail and grouting pressure, water cement ratio and grouting material volume. According to the test result, the proper range of the parameters of the geotextile and the similar materials can be determined, the geotextile and the similar materials on the market can be applied to the compacted grouting soil nail as long as the porosity, the permeability coefficient, the strength and the material parameters are within the range, so that the geotextile and the similar materials can be matched with the compacted grouting soil nail to play a better engineering role, the pulling resistance of the compacted grouting soil nail is improved, the stability and the safety of the engineering are enhanced, and the research result can provide a technical basis with a strong reference significance for the selection of the geotextile of the compacted grouting soil nail.
Drawings
Fig. 1 is a schematic front view of an embodiment of the present invention.
Fig. 2 is a schematic top view of the grouting device of fig. 1.
Detailed Description
As can be seen from fig. 1, the geotextile performance test system for compacted grouting soil nails disclosed in the present embodiment comprises a grouting device 1, a pressurizing device 2 and a collecting and weighing device 3.
The grouting device 1 of the present embodiment includes an upper cylindrical barrel 11, a lower cylindrical barrel 12, a flange FL, a rectangular bottom plate 14, a column 15, a lower grouting chamber support column 16, an electronic scale 17, a beaker 18, and a funnel 19.
The upper end of the upper cylinder 11 is welded with a top cover 111, and the center of the top cover 111 is welded with a grouting material inlet connection pipe 1111 and an air inlet connection pipe 1112. The gate valve or the threaded plug is connected to the grouting material inlet connection pipe 1111 to open and close the grouting material inlet connection pipe, and the gate valve is preferably selected in this embodiment. The air inlet connecting pipe 1112 is connected with a switch valve to realize the on-off of air in the upper cylinder 11.
The lower end of the upper cylindrical barrel 11 is welded with a flange FL.
The upper cylindrical barrel 11, the top cover 111, two connecting pipes on the top cover and a flange FL at the lower end of the upper cylindrical barrel 11 form an upper pouring chamber.
The upper end of the lower cylindrical barrel 12 is welded with a flange FL, and the flange FL form a lower irrigation chamber.
Annular grooves are respectively formed in the corresponding positions of the bottom surface of the flange at the lower end of the upper irrigation chamber and the top surface of the flange at the upper end of the lower irrigation chamber.
Four upright posts 15 are vertically and symmetrically welded at four corners of the rectangular bottom plate 14, the upper end of each upright post is respectively welded with a lower filling chamber supporting column 16, and the tail end of each lower filling chamber supporting column 16 is welded at the middle lower part of the outer wall of the lower cylindrical barrel 12.
Namely, the rectangular bottom plate 14, the upright post 15 and the lower grouting chamber support column 16 form a support frame of the grouting device 1, so that the support frame and the lower grouting chamber form an integral piece.
The upper irrigation chamber and the lower irrigation chamber are butted through a flange FL, and the geotextile is fixed on the top surface of the lower irrigation chamber before butt joint: and wetting the geotextile by using water, paving the geotextile on the top surface of the flange at the upper end of the lower cylindrical tube, and then filling an O-shaped sealing ring into the annular groove on the flange, wherein the geotextile is pressed into the annular groove by the O-shaped sealing ring. When the geotextile is fixed, the inner wall of the lower cylindrical tube is wetted by water and coated with vaseline.
During butt joint, the annular groove on the bottom surface of the flange at the lower end of the upper irrigation chamber is pressed on the O-shaped sealing ring, and then the two flanges are connected and fastened through bolts and nuts so as to ensure the tightness after the upper irrigation chamber and the lower irrigation chamber are assembled.
After the grouting device is assembled, the switch valve connected with the air inlet connecting pipe 1112 on the top cover of the upper grouting chamber is connected with the air conveying pipe.
In the embodiment, a small-sized compressed air storage tank is adopted to provide compressed air, and the compressed air storage tank is connected with the inlet of the switch valve connected with the air inlet connecting pipe on the top cover of the upper filling chamber through the air conveying pipe.
Finally, an electronic scale 17 is arranged right below the lower cylindrical barrel 12, a beaker 18 is arranged on the electronic scale 17, a funnel 19 is arranged on the mouth of the beaker, and vaseline is coated on the inner wall of the funnel after the inner wall of the funnel is wetted.
The entire system has been assembled and connected in place, and then the geotextiles can be subjected to water permeability measurement under different conditions by using grouting materials.
In the embodiment, the filament geotextile is used as the geotextile for carrying out the water permeability test.
In this example, the geotextile was subjected to water permeability measurement under three different conditions: firstly, testing the water permeability of the geotextile under different pressure conditions; secondly, testing the water permeability of the geotextile under different water-cement ratio conditions; and thirdly, testing the water permeability of the geotextile under the condition of grouting material strips with different volumes.
The specific test procedures under three different conditions were as follows:
water permeability test of filament geotextile under different pressure conditions
(1) Manufacturing a grouting device meeting the test requirements, preparing filament geotextile, a funnel, a beaker, an electronic scale and an air compressor required by the test, and preparing a grouting material with the volume of 1L and the water-cement ratio of 0.7;
(2) wetting the inner walls of the lower irrigation chamber and the funnel with water and coating vaseline on the inner walls;
(3) wetting the geotextile to be tested by water, placing the geotextile on the top surface of a flange at the upper end of a lower irrigation chamber, fixing an O-shaped sealing ring in a groove to enable the geotextile to be tightly pressed by the O-shaped sealing ring, and then screwing the upper irrigation chamber and the lower irrigation chamber through bolts;
(4) putting the funnel on a beaker, placing the beaker on an electronic scale and right below a lower filling chamber, and reading and recording the reading of the electronic scale when no water exists in the beaker in an initial state;
(5) opening a gate valve connected with a grouting material inlet connecting pipe on the top cover of the upper grouting chamber, and plugging the grouting material inlet connecting pipe after the grouting material prepared in the step (1) is poured into the upper cylindrical barrel;
(6) adjusting the output air pressure to 600kPa, pressurizing the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(7) cleaning and wiping the disassembly test device, replacing the same geotextile, repeating the steps (1) to (5), adjusting the output air pressure to 900kPa, pressurizing the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(8) cleaning and wiping the disassembly test device, replacing the same geotextile, repeating the steps (1) to (5), adjusting the output air pressure to 1.2MPa, pressurizing the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(9) cleaning and wiping the disassembly test device, replacing the same geotextile, repeating the steps (1) to (5), adjusting the output air pressure to 1.5MPa, pressurizing the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(10) cleaning and wiping the disassembly test device, replacing the same geotextile, repeating the steps (1) to (5), adjusting the output air pressure to 1.8MPa, pressurizing the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(11) and carrying out comparative analysis on electronic scale data recorded under the output air pressures of 600kPa, 900kPa, 1.2MPa, 1.5MPa and 1.8MPa, and finding out the relation between the water permeability and grouting pressure of the filament geotextile under the condition of certain volume and water-cement ratio.
Second, testing the water permeability of the filament geotextile under the condition of different water-cement ratios
(12) Repeating the steps (1) to (5), adjusting the output air pressure to be 1.2MPa, pressurizing the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(13) cleaning and wiping the disassembly test device, replacing the same geotextile, preparing a grouting material with the volume of 1L and the water-cement ratio of 0.6, repeating the steps (2) - (5), keeping the output air pressure at 1.2MPa to pressurize the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(14) cleaning and wiping the disassembly test device, replacing the same geotextile, preparing a grouting material with the volume of 1L and the water-cement ratio of 0.5, repeating the steps (2) - (5), keeping the output air pressure at 1.2MPa to pressurize the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(15) cleaning and wiping the disassembly test device, replacing the same geotextile, preparing a grouting material with the volume of 1L and the water-cement ratio of 0.8, repeating the steps (2) - (5), keeping the output air pressure at 1.2MPa to pressurize the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(16) cleaning and wiping the disassembly test device, replacing the same geotextile, preparing a grouting material with the volume of 1L and the water-cement ratio of 0.9, repeating the steps (2) - (5), keeping the output air pressure at 1.2MPa to pressurize the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(17) and carrying out comparative analysis on electronic scale data recorded under the conditions that the water-cement ratio of the grouting material is 0.9, 0.8, 0.7, 0.6 and 0.5, and finding out the relation between the water permeability of the filament geotextile and the water-cement ratio of the grouting material under certain volume and pressure conditions.
Thirdly, testing the water permeability of the filament geotextile under the condition of grouting materials with different volumes
(18) Repeating the steps (1) - (5), keeping the output air pressure at 1.2MPa, and pressurizing the upper cylindrical barrel; recording the reading change process of the electronic scale through the whole video recording process;
(19) cleaning and wiping the disassembly test device, replacing the same geotextile, preparing a grouting material with the volume of 1.5L and the water-cement ratio of 0.7, repeating the steps (2) - (5), keeping the output air pressure at 1.2MPa to pressurize the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(20) cleaning and wiping the disassembly test device, replacing the same geotextile, preparing a grouting material with the volume of 2.0L and the water-cement ratio of 0.7, repeating the steps (2) - (5), keeping the output air pressure at 1.2MPa to pressurize the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(21) cleaning and wiping the disassembly test device, replacing the same geotextile, preparing a grouting material with the volume of 2.5L and the water-cement ratio of 0.7, repeating the steps (2) - (5), keeping the output air pressure at 1.2MPa to pressurize the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(22) cleaning and wiping the disassembly test device, replacing the same geotextile, preparing a grouting material with the volume of 3.0L and the water-cement ratio of 0.7, repeating the steps (2) - (5), keeping the output air pressure at 1.2MPa to pressurize the upper cylindrical barrel, and recording the reading change process of the electronic scale through the whole video recording process;
(23) and carrying out comparative analysis on electronic scale data recorded under the conditions that the volume of the grouting material is 1L, 1.5L, 2.0L, 2.5L and 3.0L, and finding out the relation between the water permeability of the filament geotextile and the volume of the grouting material under the conditions of certain water-cement ratio and pressure.
And finally, analyzing data recorded by the water permeability test of the geotextile under three different conditions: reading water permeability data from the recorded electronic scale at regular intervals according to the change of the reading number of the electronic scale recorded by the video, drawing a water permeability-time curve, and analyzing the relation between the water permeability of the geotextile and the grouting pressure under the conditions of certain volume and water-cement ratio according to the curve; the relationship between the water permeability of the geotextile and the water cement ratio of the grouting material under the conditions of certain volume and pressure; and (3) the relationship between the water permeability of the geotextile and the volume of the grouting material under the conditions of a certain water-cement ratio and pressure.
During analysis, each video record is reviewed, and the corresponding electronic scale reading in the video process is selected at a proper time interval. A suitable time interval for this example using a filament geotextile is 5 seconds.
Other embodiments determine the time interval according to the specific characteristics of the geotextile, and the principle is that the time interval of the water permeating speed is smaller, and the time interval of the water permeating speed can be properly lengthened.
The proper range of the parameters of the materials such as geotextiles can be determined according to the test result, and the materials such as geotextiles in the market can be applied to the compacted grouting soil nail as long as the parameters such as porosity, permeability coefficient, strength, material and the like are in the range. The method is used as a substitute for the compaction grouting soil nail rubber membrane in the prior art, and overcomes the defects in the prior art.
According to the invention, the water permeability of various geotextile materials can be researched through the test system, the relationship between the water permeability of various geotextile materials and grouting pressure, the water-cement ratio of the grouting material and the volume of the grouting material is disclosed, and the geotextile meeting the requirements of compaction grouting soil nails is searched, so that the geotextile can play a better engineering role in cooperation with the compaction grouting soil nails. The test system can repeatedly simulate and test the performance of the geotextile of different compacted grouting soil nails, the grouting material adopts the grouting material in the practical engineering of the compacted grouting soil nail, the volume of the grouting material simulates the volume of the grouting material in the practical engineering of the compacted grouting soil nail, the pressurizing device pressurizes the upper filling chamber to simulate the grouting pressure in the practical engineering of the compacted grouting soil nail, and the test data is analyzed after the test to obtain the relationship between the water permeability of various geotextiles and the grouting pressure, the water cement ratio of the grouting material and the volume of the grouting material. The test is completely close to the actual compaction grouting soil nail engineering, and has the advantages of high precision and simple and convenient operation. The test system can fully reveal the water permeability and influence factors of the geotextiles of various compacted grouting soil nails, the obtained conclusion can be directly applied to the selection of the geotextiles of the compacted grouting soil nails, and the proper geotextile is selected to replace the rubber mold in the prior art, so that the defects of water impermeability, air impermeability and low strength can be overcome.
Claims (9)
1. The utility model provides a geotextile capability test system for compacting slip casting soil nail which characterized in that: the device comprises a grouting device, a pressurizing device and a collecting and weighing device, wherein the grouting device comprises an upper filling chamber and a lower filling chamber which are communicated in a sealing mode, geotextile is fixed between the upper filling chamber and the lower filling chamber, a gas pipe of the pressurizing device is communicated with an inner cavity of the upper filling chamber, the collecting and weighing device is positioned below the lower filling chamber, grouting materials are filled from the top of the upper filling chamber, and the grouting materials flow into a collecting container of the collecting and weighing device through the lower filling chamber after passing through the geotextile.
2. The geotextile performance testing system for compacted injection soil nails of claim 1, wherein: the pressurizing device comprises an air compression storage tank or an air compressor, an air conveying pipe connected with the air compressor, and a pressure regulating valve connected with the air conveying pipe.
3. The geotextile performance testing system for compacted grouting soil nails of claim 2, wherein: the upper grouting chamber comprises a cylindrical barrel, a top cover and a flange, wherein the top cover and the flange are connected with the upper end and the lower end of the cylindrical barrel; the lower irrigation chamber comprises a cylindrical barrel and a flange connected with the upper end of the cylindrical barrel; the inner diameters of the two cylindrical barrels are the same, and annular grooves are respectively formed in the corresponding positions of the bottom surface of the flange at the lower end of the upper irrigation chamber and the top surface of the flange at the upper end of the lower irrigation chamber.
4. The geotextile performance testing system for compacted grouting soil nails of claim 3, wherein: and a grouting material inlet connecting pipe on the top cover is connected with the gate valve or the threaded plug, and an air inlet connecting pipe is connected with the switch valve.
5. The geotextile performance testing system for compacted grouting soil nails of claim 3, wherein: the geotextile is laid on the top surface of the flange at the upper end of the lower irrigation chamber, an O-shaped sealing ring is pressed into the annular groove of the flange, and the upper irrigation chamber is connected and fastened with the lower irrigation chamber through the flange at the lower end of the upper irrigation chamber by a fastener.
6. The geotextile performance testing system for compacted grouting soil nails of claim 3, wherein: the grouting device further comprises a support frame, the support frame comprises a bottom plate, stand columns and a lower grouting chamber connecting column, the bottom plate is horizontally arranged, the stand columns are vertically fixed on the bottom plate, the upper end of each stand column is connected with the lower grouting chamber connecting column respectively, and the tail end of the lower grouting chamber connecting column is connected to the outer wall of the lower grouting chamber cylindrical barrel.
7. The geotextile performance testing system for compacted injection soil nails of claim 6, wherein: the bottom plate is a rectangular plate, the number of the stand columns and the number of the lower irrigation chamber connecting columns are four, the four stand columns are symmetrically connected to four corners of the rectangular bottom plate, and the lower irrigation chamber connecting columns are arranged along the horizontal direction or in an upward inclined state.
8. The geotextile performance testing system for compacted grouting soil nails of claim 3, wherein: the collecting and weighing device comprises an electronic scale, a collecting container and a funnel, wherein the collecting container is arranged on the electronic scale, the upper port of the collecting container is arranged in the funnel, and the caliber of the funnel is larger than the inner diameter of the cylindrical barrel of the lower filling chamber.
9. A method for testing the performance of geotextiles compacted and grouted soil nails using the system of claim 5, comprising the steps of:
i, testing the water permeability of the geotextile under different pressure conditions
(1) Preparing a grouting material with the volume of V and the water-cement ratio of a;
(2) wetting the inner wall of the cylindrical barrel of the lower irrigation chamber and the inner wall of the funnel of the collecting and weighing device with water and coating vaseline on the inner wall;
(3) wetting the geotextile to be tested by water and fixing;
(4) the gas pipe of the pressurizing device is connected with the switch valve of the upper gas inlet connecting pipe of the top cover of the upper irrigation chamber in a sealing way;
(5) the collecting and weighing device is arranged right below the lower irrigation chamber, and the reading of the electronic scale in the initial state that no water exists in the collecting container is read and recorded;
(6) grouting the grouting material prepared in the step (1) into the upper grouting chamber from a grouting material inlet connecting pipe on the top cover of the upper grouting chamber, and plugging the grouting material inlet connecting pipe to prevent air leakage;
(7) regulating the output pressure of the pressurizing device to P1Opening a switch valve, pressurizing the upper filling chamber, and recording the reading change process of the electronic scale through the whole video recording process;
(8) cleaning and wiping all devices which contact the grouting material, replacing the same geotextile, changing the output air pressure of a pressurizing device, keeping the parameters of the grouting material unchanged, testing by referring to the steps, and making corresponding data records; repeating the steps for a plurality of times;
(9) carrying out comparative analysis on the readings of the electronic scales recorded under different output air pressures, and finding out the relation between the water permeability of the geotextile and the grouting pressure under the condition of certain volume and water-cement ratio;
second, under the condition of different water-cement ratios, the water permeability of the geotextile is tested
(10) Repeating the steps (1) to (6), adjusting the output air pressure of the pressurizing device to be P, pressurizing the upper filling chamber, and recording the reading change of the electronic scale according to the step (7);
(11) cleaning and wiping all devices which contact the grouting material, then replacing the same geotextile, changing the water-cement ratio of the grouting material, keeping the volume of the grouting material unchanged, keeping the output air pressure of the pressurizing device unchanged, performing measurement according to the step (10), and making corresponding data records; repeating the steps for a plurality of times;
(12) carrying out comparative analysis on electronic scale data recorded under different water-cement ratio conditions of the grouting material, and finding out the relation between the water permeability of the geotextile and the water-cement ratio of the grouting material under certain volume and pressure conditions;
thirdly, testing the water permeability of the geotextile under the condition of grouting materials with different volumes
(13) Repeating the steps (1) to (6), adjusting the output air pressure of the pressurizing device to be P, pressurizing the upper filling chamber, and recording the reading change of the electronic scale according to the step (7);
(14) cleaning and wiping all devices which contact the grouting material, then replacing the same geotextile, changing the volume of the grouting material, keeping the water-cement ratio of the grouting material unchanged, keeping the output air pressure of the pressurizing device unchanged, measuring according to the step (10), and making corresponding data records; repeating the steps for a plurality of times;
(15) carrying out comparative analysis on electronic scale data recorded under the condition of different volumes of the grouting material, and finding out the relation between the water permeability of the geotextile and the volume of the grouting material under the condition of certain water-cement ratio and pressure;
fourth, analysis
Reading water permeability data from the electronic scale at regular intervals according to the change of the reading number of the electronic scale recorded by the video, drawing a water permeability-time curve, and analyzing the relation between the water permeability of the geotextile and the grouting pressure under the conditions of certain volume and water-cement ratio according to the curve; under certain volume and pressure conditions, the relationship between the water permeability of the geotextile and the water cement ratio of the grouting material; the relationship between the water permeability of the geotextile and the volume of the grouting material under the conditions of a certain water-cement ratio and a certain pressure; the proper range of the parameters of the geotextile and the similar materials can be determined according to the measured result, and the geotextile and the similar materials on the market can be applied to the compaction grouting soil nail as long as the parameters of the porosity, the permeability coefficient, the strength and the material quality are in the range.
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