CN111103225A - Tunnel geotextile physical clogging measuring device and method - Google Patents
Tunnel geotextile physical clogging measuring device and method Download PDFInfo
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- 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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- 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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Abstract
The application discloses a device and a method for measuring physical clogging of tunnel geotextile. The tunnel geotechnical cloth clogging measuring device comprises a test box with a water inlet and a water outlet, wherein an arc-shaped plate is arranged on the bottom surface of the test box to simulate the arch structure of the upper half part of a tunnel, and a water drainage hole is formed in the arc-shaped plate. The utility model provides a tunnel geotechnological cloth silts up stifled measuring device has the arc of discharge opening through the bottom surface setting at the proof box and passes through the route of geotechnological cloth from the equidirectional route with the water in the simulation actual arch tunnel, has avoided conventional measuring device to only simulate the rivers condition of vertical direction to can provide more real effectual measured data. And through set up the baffle in test box inside to divide into a plurality of the same parts with the test box, thereby can once carry out the research of a plurality of operating modes, or carry out the research of the different geotechnological cloth of the same condition simultaneously, not only can shorten test time, improve test efficiency, can also reduce the error that the repetition test brought, improve experimental precision.
Description
Technical Field
The invention belongs to the field of water seepage and anti-blocking measurement of constructional engineering, and particularly relates to a device and a method for measuring physical clogging of tunnel geotextile.
Background
The functions of the geotextile in engineering can be roughly divided into a reinforcing and stabilizing function, a filtering function, an isolating function, a drainage function, a waterproof (seepage-proofing) function, a protection function and a plurality of functions.
In the clogging test of SL235-2012 geosynthetic test specification, a mesh having a certain rigidity and pore size is placed at the bottom of the geotextile to support the geotextile, and the mesh and geotextile are sealed together in a holding device. However, the aperture of the screen can affect the clogging process of the geotextile to a certain extent, and certain errors are caused to the clogging test.
In actual tunnel engineering, the annular blind pipes are arranged at intervals, water flows into the annular blind pipes through the geotextile firstly, then flows into the annular blind pipes and is discharged out of the tunnel through other drainage systems, the water flow at the position where the annular blind pipes are arranged is obviously larger than that of the annular blind pipes, silting is easy to occur, and the actual silting conditions of different cross sections are different. However, the existing clogging test does not simulate the different conditions of different cross-section clogging.
In the clogging test of SL235-2012 geosynthetic material test specification, the geotextile is horizontally placed and sealed in the holding device together with the screen, at the moment, the path of water flow is vertical permeation, and the soil pressure and the permeability on the geotextile are also vertical to the cross section of the geotextile. However, the actual tunnel is generally designed to be arched, the path of water flow not only has a vertical direction but also has a horizontal direction, the geotextile is arranged along the arched section, and the geotextile is not only influenced by the self weight of the upper soil body and the water seepage force, but also is extruded by the surrounding soil body. Therefore, the simulation of the water flow path in the existing silting test does not completely conform to the actual situation that the tunnel geotextile bears the water flow path.
In addition, in the existing silting test, when physical silting of soil particles on geotextile is researched, the filling soil is generally poured directly from the top, and the compactness and the consolidation degree of the test soil sample cannot be effectively controlled. However, in actual geological conditions, soil layers are consolidated and settled under the action of the self weight and the external pressure for a long time, and the compactness of the soil layers is increased. Therefore, the simulation of the soil sample state in the existing silting test does not completely meet the actual situation that the tunnel geotextile bears the soil sample.
Disclosure of Invention
In view of the above, the main objective of the present invention is to provide a device and a method for measuring physical clogging of geotextile in a tunnel, which can simulate a water flow path in an actual arched tunnel, and better conform to the stress characteristics of the actual geotextile in the tunnel, thereby providing more real and effective measurement data.
According to a first aspect of the invention, a tunnel geotechnical cloth silting measurement device is provided, which comprises a test box with a water inlet and a water outlet, wherein the bottom surface of the test box is provided with an arc-shaped plate to simulate the arch structure of the upper half part of a tunnel, and the arc-shaped plate is provided with a water drainage hole.
According to one embodiment, the arc shape of the arc plate may correspond to the actual engineering design, for example may consist of an arc of one or more circles. Preferably, the arc-shaped plate is a semicircular arc-shaped plate.
According to an embodiment of the invention, the radius of the semi-circular arc plate can be reduced by a ratio of 1: 15-1: 5, preferably 1:10, compared with the actual engineering.
According to another embodiment, the radius of the semi-circular arc plate may be 0.3-1.0 m, for example also 0.4m, 0.5m, 0.6m, 0.7m, 0.8m or 0.9 m.
The longitudinal length of the arc plate is not particularly limited as long as the detection is convenient. For example, for a geotextile sample, the length of the arcuate panels can be any suitable length in the range of 0.2 to 0.8 m.
According to one embodiment of the invention, the relative positions of the annular blind pipes in the actual engineering simulated by the drainage holes are arranged on the arc-shaped plates.
Preferably, the drainage holes are arranged on the arc-shaped section of the semicircular arc-shaped plate at intervals of 20-40 degrees, preferably 25-35 degrees, of the central angle of the circle where the arc is located.
More preferably, the drainage holes are arranged on the arc-shaped section of the semicircular arc-shaped plate at intervals of 30 degrees of the central angle of the circle on which the arc is positioned.
According to one embodiment of the invention, the device further comprises a water collecting tank and a variable frequency water pump, water in the water collecting tank is conveyed to the test tank through the variable frequency water pump, and water in the test tank is discharged through the water discharging port and the water discharging hole and flows into the water collecting tank to form water circulation. The variable-frequency water pump can adjust the water circulation rate according to the water level height required by measurement.
According to a particular embodiment, the water collection tank is arranged in the lower part of the test chamber. In this embodiment, the drain of the test chamber may be provided on its bottom surface. The water outlet can be further provided with a screen or a filter screen for preventing the soil sample from running off in the test.
The variable frequency water pump may be disposed inside the water collection tank.
The test box can be provided with a plurality of water outlets (such as 2-10) and a plurality of water inlets (such as 4-40).
According to one embodiment, the water inlet of the test chamber may be arranged at a side of the test chamber. According to a specific embodiment, the water inlets may be evenly distributed on each side wall of the test chamber.
According to one embodiment of the invention, the test chamber may have at least two test chambers.
Preferably, the at least two test chambers are formed by dividing the arc-shaped plate by a partition perpendicular to the bottom of the test chamber.
Preferably, the at least two test chambers are in fluid communication with each other so that testing in each test chamber can be performed under the same test conditions; and/or the at least two test chambers are fluidly isolated from each other to enable independent water circulation so that tests in the respective test chambers may be performed under different test conditions.
According to a specific embodiment, the fluid communication or isolation between the chambers can be switched by means of valves or the like.
The arrangement of the plurality of test chambers can implement parallel tests, for example, tests of different geotextile samples under the same condition can be realized, and tests of one geotextile sample under different conditions can also be realized.
According to an embodiment of the invention, the device further comprises a water separator, an inlet of the water separator is connected with the variable frequency water pump, and the water separator is provided with a plurality of water separation ports to be respectively connected with the water inlet.
According to a second aspect of the present invention, there is provided a method for measuring physical clogging of a tunnel geotextile, the method being carried out by any one of the above-defined apparatuses for measuring clogging of a tunnel geotextile.
According to one embodiment, the method for measuring the physical clogging of the tunnel geotextile comprises the following steps:
laying geotextile to be measured on the arc-shaped plate of the measuring device, covering the geotextile with a soil sample and tamping the geotextile;
starting water circulation by keeping the water level in the test box at a predetermined height; and
the amount of water discharged from each of the drain holes is measured at regular intervals.
According to one embodiment of the invention, the compaction is carried out in batches by adding the soil sample in batches in order to achieve a uniform compaction of the soil sample.
Preferably, the consistency of the compactness of the soil sample is determined by measuring and controlling the height change of each batch of soil sample before and after tamping.
More preferably, the soil sample is tamped to make the compactness of the soil sample close to the compactness of the soil layer on the upper part of the actual tunnel when measured.
According to an embodiment of the present invention, the certain time interval is 2 to 4 hours. Those skilled in the art will appreciate that the time interval for measuring the displacement of each bleed hole may be shorter or longer depending on the actual test requirements.
According to an embodiment of the present invention, the measuring method may further include the step of taking out the geotextile to be measured and weighing the dry weight of the geotextile after the water displacement is stabilized.
Preferably, the dry weight of the geotextile to be measured is the weight measured after the geotextile to be measured is air-dried.
According to a specific implementation mode, the dry weight of the geotextile in unit area corresponding to different drainage holes can be measured respectively, so that the physical clogging conditions of the geotextile in different laying positions can be better mastered.
According to the tunnel geotextile physical clogging measuring device, the arc-shaped plate with the water drainage holes is arranged on the bottom surface of the test box to simulate the path of water in an actual arch tunnel passing through geotextile from different directions, so that the condition that a conventional measuring device only simulates water flow in the vertical direction is avoided, and therefore the stress characteristic of geotextile in the device is more in line with the actual condition. In addition, according to the tunnel geotextile physical clogging measuring device, the test box is divided into a plurality of same parts by arranging the partition plates in the test box, so that a plurality of working conditions can be studied at one time or different geotextiles under the same conditions can be studied at the same time, the test time can be shortened, the test efficiency can be improved, errors caused by repeated tests can be reduced, and the test precision can be improved.
Drawings
FIG. 1 is a schematic structural view of a test apparatus according to an embodiment of the present invention;
FIG. 2 is a top view of a soil sample in a test chamber of a test apparatus according to an embodiment of the present invention;
FIG. 3 is a graph of the physical fouling flow of a short filament geotextile for a tunnel;
FIG. 4 is a graph of physical fouling flow for a tunnel filament geotextile;
the figure includes: 1-test box, 2-water collecting tank, 3-water separator, 31-water separating port, 4-water inlet, 5-water outlet, 6-arc plate, 61-water outlet and 7-baffle plate.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention and the accompanying drawings, and it is apparent that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
The invention will be further explained below with reference to an exemplary embodiment shown in the drawing. Various advantages of the present invention will become more apparent from the following description. Like reference numerals in the drawings refer to like parts. The shapes and dimensions of the various elements in the schematic drawings are illustrative only and are not to be construed as embodying the actual shapes, dimensions and absolute positions.
The invention mainly aims at the problem that the existing geotechnical cloth blockage test device can only measure the blockage condition of geotechnical cloth under the condition of vertical water flow and the condition of vertical soil layer pressure, but is difficult to simulate the real condition that the geotechnical cloth in an arch tunnel is influenced by various water flow directions and different soil layer pressures. Therefore, the measuring device capable of measuring the physical clogging condition of the geotextile under the condition that the geotextile is influenced by vertical and horizontal water flows in the simulated tunnel is provided.
The physical silting refers to the condition that under the action of underground water, fine particles in sandy soil are changed into free particles under the action of osmotic force and are blocked on the surface and inside of the geotextile, and the water permeability of the geotextile is greatly reduced, particularly in water-rich sandy soil strata. In Ca2+And CO3 2-In a water-rich sandy soil stratum with relatively low concentration, the clogging form of the geotextile is mainly physical clogging. The measuring method of the invention mainly aims at measuring the physical clogging condition.
Chemical fouling as used herein refers to the formation of water-rich rock in a water-rich rock-soluble formation due to groundwater containing large amounts of Ca2+、Mg2 +、SO4 2-And HCO3 -Plasma, ion crystallization (mainly CaCO) during prolonged percolation3) The block is in geotechnique's cloth's surface and inside, the condition of greatly reduced geotechnique's cloth water permeability. And because the rock stratum is different from the sandy soil stratum, the cracks are not developed completely, and fine-grained soil is not easy to enter the surface and the interior of the geotextile, therefore, Ca is added2+And HCO3 -In the water-rich karst stratum with relatively high plasma concentration, the clogging form of the geotextile is mainly chemical clogging.
It will be appreciated by those skilled in the art that the measurement apparatus of the present invention is not limited to studies on physical fouling, but is equally applicable to the study of geotextile fouling in any tunnel situation, including but not limited to physical fouling, chemical fouling or coupled fouling. By using different soil samples/water samples and adjusting the flow rates of different water circulations, the measuring device can be used for simulating various actual conditions, so that the clogging of the geotextile under various geotechnical conditions can be measured.
The apparatus for measuring clogging of geotextile in a tunnel according to the present invention will be described in detail with reference to the embodiment shown in fig. 1.
Fig. 1 shows a schematic structural view of an example of the apparatus for measuring clogging of a geotextile of a tunnel according to the present invention. Referring to fig. 1, the measuring device is shown with a test chamber 1, a water collection tank 2 and a variable frequency water pump (not shown).
The bottom surface of the test box 1 is provided with an arc-shaped plate 6 and forms a part of the bottom surface, and the arc-shaped plate 6 is provided with a plurality of water drainage holes 61.
The main difference between the geotechnical cloth clogging measuring device and the conventional geotechnical cloth clogging measuring device is that the arc-shaped plate 6 provided with the plurality of water drainage holes 61 is arranged on the bottom surface of the test box 1, so that the arch structure and the water flow condition of the upper half part of the tunnel can be simulated.
The cross-sectional shape of the arc-shaped plate 6 is a part of an arc of a circle. Preferably, the arc is semi-circular. In this example, the arc 6 is a semicircular arc.
The arc radius of the arc-shaped plate 6 can be reduced to 1: 15-1: 5, preferably 1:10 according to the actual engineering proportion. The arrangement of scaling down according to actual engineering can better simulate the arch structure of the tunnel and provide more real and effective measurement data. An exemplary radius of the arc may be 0.5m, but is not limited thereto, and may be set according to specific needs.
The length of the arc 6, which may be the same as the width of the test chamber, may be set according to the width of the test chamber 1. The length of the arc-shaped plate can be 1.4m for example, but is not limited to this, and can be set according to specific needs.
According to the invention, the arc-shaped plate 6 is provided with drainage holes 61. The arrangement of the drain holes 61 simulates the design of an annular blind pipe in the existing engineering. Through set up the outlet on the arc, rather than adopting the screen cloth to constitute the arc, the actual rivers condition of the inhomogeneous distribution in the simulation engineering can be better to the stifled condition of silt of geotechnological cloth is surveyd better.
The bleed openings 61 can be spaced at different angles for different arcs (different radii and/or different central angles). For example, they may be spaced at intervals of 20 to 40, preferably 25 to 35. In this example, the arc-shaped plate 6 is a semicircular arc-shaped plate, and the drainage holes are arranged on the cross section of the arc-shaped plate at intervals of 30 ° with the central angle of the circle where the arc is located, that is, 5 drainage holes 61 can be arranged on the semicircular arc-shaped cross section of the arc-shaped plate 6, and are respectively located at 30 °, 60 °, 90 °, 120 ° and 150 °. At this time, the drainage holes 61 positioned at 30 degrees and 150 degrees are symmetrically distributed and belong to the arch waist position; the drainage holes 61 positioned at 60 degrees and 120 degrees are symmetrically distributed and belong to the positions of arch shoulders; the drain hole 61 located at 90 ° belongs to the dome position.
The rows of drainage holes may be arranged at different intervals for different lengths of the arc-shaped plates, and the present invention is not particularly limited thereto. For example, the arrangement of the ring-shaped blind pipe in the actual engineering can be set. For example, the distance may be 15 to 35cm, preferably 20 to 30 cm. In this example, the length of the arc 6 is 1.4m, and 4 drain holes are provided at an interval of 25cm on the arc, respectively at four cross sections of 25cm, 50cm, 100cm and 125cm of the arc 6.
The shape of the drain holes 61 is not particularly limited, and may be, for example, circular, oval, square, rhombic, or the like. In this example, the shape of the drain hole is circular.
The size of the drain hole 61 can be determined according to the size of a boiling water hole of a tunnel drainage blind pipe, and generally can be 5-8 mm, and the size of the drain hole can be 5mm, 6mm, 7mm, 8mm and the like.
The exterior of the weep hole 61 is connected to the drain system and the interface needs to be sealed to prevent leakage. The connection part between the outside of the drain hole and the drainage system is a pagoda joint, and the interface is sealed by a hot melting machine, but the connection part and the sealing mode are not limited to this, and other modes can be selected according to specific situations.
With further reference to fig. 1, the water in the water collecting tank 2 is delivered to the test chamber 1 by a variable frequency water pump (not shown), and the water in the test chamber 1 is discharged through the water outlet 5 and flows into the water collecting tank 2 to form a water circulation.
The variable frequency water pump can adjust the water pressure by adjusting the rotating speed of the motor, and further control the water inlet speed and the water discharge speed of the test box 1. In this example, the variable frequency water pump can be a submersible pump, and the submersible pump can be placed in the water collecting tank 2, with the rated lift of 36m and the rated flow of 3m3/h。
In particular, the device shown in fig. 1 also comprises a water separator 3. Wherein, the water in the header tank 2 is carried to the water knockout drum 3 through the frequency conversion water pump, and the water knockout drum 3 can be used to shift the water that the frequency conversion water pump provided to different water inlets department. The variable frequency water pump is connected with the inlet of the water separator 3 through a pipeline (such as a galvanized iron pipe). The water distributor 3 is provided with a plurality of water distribution openings 31, and the water distribution openings 31 are connected with pipelines through connecting parts and further connected with the water inlets 4 respectively. Also, a seal is required at the interface to prevent leakage. In this example, the center of the water separator 3 is a water accumulation circular groove, and 12 water separation ports 31 are arranged on the groove; the water diversion port 31 is connected with the pipeline through a pagoda joint, and a raw adhesive tape needs to be wound between the water diversion port 31 and the pagoda joint to prevent leakage; sealing between the pagoda joint and the pipeline through a hot melting machine to prevent leakage; and the other end of the pipeline is hermetically connected with the water inlet 4 by installing a quick-connection plug.
A water pressure gauge (not shown) can also be arranged at the outlet of the water diversion port 31 so as to observe different water pressures of the water inlet 4.
With further reference to fig. 1, the water inlet 4 is disposed at a side surface of the test chamber 1, and the water outlet 5 is disposed at a bottom surface of the test chamber 1. Water is poured into the test chamber 1 through the water inlet 4, and the water in the test chamber 1 is discharged through the water outlet 5 and the drain hole 61, and flows into the water collection tank 2. The number of the water inlets 4 and the water outlets 5 is respectively multiple, the specific number can be set according to the size of the test chamber 1, the distribution arrangement mode of the side surface or the bottom surface of the test chamber and other specific conditions, and the water inlet rate and the water outlet rate can be regulated and controlled (for example, through valves).
In this example, the test chamber 1 is provided with 28 water inlets 4, two rows of water inlets 4 are arranged on both the front and back side surfaces of the test chamber 1, the height of the first row of water inlets 4 from the bottom surface of the test chamber 1 is 25cm, and the height of the second row of water inlets 4 from the bottom surface of the test chamber 1 is 75 cm. Three rows of water inlets 4 are arranged on the left side surface and the right side surface of the test box 1, and each row is provided with 3 water inlets 4; the second row of water inlets 4 is located in the middle of the test chamber 1 in the width direction, and the first and third rows of water inlets 4 are respectively 25cm away from the boundary of the test chamber 1. The diameter of the water inlet 4 can be 15-25 cm, and is preferably 20 cm.
The water inlet 4 needs to be fitted with a sealing member to be sealed. The sealing means of the water inlet 4 can be exemplified by a quick-connect coupling seal.
In this example, the bottom surface of the test chamber 1 is provided with 4 water outlets 5, and the diameter of the water outlets 5 may be 20-30 cm, preferably 25 cm.
The test chamber of the measuring device of the present invention may further have a top cover (not shown). The top cover and the box body need to be fixed and sealed. In this embodiment, the top cover and the box body can be fixed by screws, but not limited thereto; meanwhile, the top cover and the box body can be sealed through a sealing bead, but the sealing bead is not limited to the top cover and the box body.
The test chamber of the inventive metrology apparatus may have two or more test chambers. The arrangement of two or more test chambers can simultaneously research the clogging conditions of two or more kinds of geotextiles, thereby not only shortening the test time and improving the test efficiency, but also reducing the errors caused by repeated tests and improving the test precision. For example, the test chamber may have 2 to 10, preferably 2 to 5, more preferably 2 or 3 chambers.
The at least two testing chambers may be in fluid communication with each other, thereby ensuring that the water circulation conditions between the different chambers are the same and allowing parallel test testing.
The at least two test chambers may also be fluidly isolated from each other to enable independent water circulation, so that different water circulation conditions can be simulated in the same test.
The test chamber 1 may be divided into a plurality of chambers by providing partitions 7 in the test chamber 1, but is not limited thereto.
The fluid communication or fluid isolation between adjacent chambers can be controlled by providing on-off devices (e.g., valves) between the chambers.
As shown in fig. 1, in this example, the test chamber 1 is divided into two test chambers having the same area by providing a partition plate 7 at 75cm in the longitudinal direction of the arc-shaped plate 6. The height of the partition 7 may be, for example, 60cm, but is not limited thereto.
The shape of the test chamber 1 is not particularly limited, and may be a rectangular parallelepiped in general. The size of the test chamber 1 is set according to actual needs, and may be, for example, 2m × 1.5m × 1m (length × width × height), but is not limited thereto.
The shape of the header tank 2 is not particularly limited, and may be, for example, a rectangular parallelepiped. The size of the header tank 2 may be, for example, 3m × 1m × 0.9m (length × width × height), but is not limited thereto.
The material of the test chamber 1 suitable for the present invention is not particularly limited, but is required to be able to bear the pressure required for the test. For example, the stainless steel plate may be welded, and the thickness of the stainless steel plate may be 5 to 15mm, preferably 10 mm.
The material of the water collection tank 2 suitable for the present invention may be the same as or different from that of the test chamber 1. For example, the stainless steel plate is welded, and the thickness of the stainless steel plate can be 3-7 mm, preferably 5 mm.
In the invention, the test box 1 and the water collecting box 2 can be made of stainless steel, and after the stainless steel is contacted with water and air for a long time, a large amount of iron rust (Fe) is generated on the inner side of the box body2O3) The specific chemical reaction equation is as follows:
4Fe+6H2O+3O2＝4Fe(OH)3
2Fe(OH)3＝Fe2O3+3H2O
the generated rust can adhere to the surface of the geotextile along with water and cause certain clogging of the geotextile. In order to prevent the formation of a large amount of rust, the inside of the test chamber 1 and the header tank 2 was entirely painted before the test to isolate air and water.
The device for measuring the clogging of the geotechnical cloth of the tunnel is suitable for the research on the clogging of the geotechnical cloth under any tunnel condition, including but not limited to the conditions of physical clogging, chemical clogging or coupling clogging. By using different soil samples/water samples and adjusting the flow rates of different water circulations, the measuring device can be used for simulating various actual conditions, so that the clogging of the geotextile under various geotechnical conditions can be measured.
The blocking condition of the geotechnical cloth in the tunnel can be measured by utilizing the blocking measuring device for the geotechnical cloth in the tunnel. The method for measuring physical clogging of geotextiles in a tunnel is described in detail below.
The measuring method comprises the following steps:
laying geotextile to be measured on the arc-shaped plate of the measuring device, covering the geotextile with a soil sample and tamping the geotextile;
starting water circulation by keeping the water level in the test box at a predetermined height;
the amount of water discharged from each of the drain holes is measured at regular intervals.
In the method of the present invention, the compaction is carried out by adding the soil sample in portions to carry out the compaction in portions so that the compactness of the soil sample is uniform. Preferably, the consistency of the compactness of the soil sample is determined by measuring and controlling the height change of each batch of soil sample before and after tamping. More preferably, the soil sample is tamped to make the compactness of the soil sample close to the compactness of the soil layer on the upper part of the actual tunnel when measured.
The compactness of the soil sample within test chamber 1 can be characterized by quantifying the density of the soil sample, but is not limited thereto.
The preset height is not limited, and the physical clogging conditions of different types of geotextiles at the same water level height can be researched by controlling a variable method; similarly, physical clogging conditions at different water level heights can be studied by a controlled variable method with the same type of geotextile. In general, the larger the water level height, the larger the water head above the drain hole 61, the larger the water pressure, and the larger the flow rate, and finally the more clogging of the drain hole becomes.
The expression of the data result needs to be considered in the setting of the certain time interval, and the shorter the time interval is, the more data points are collected, and the more accurate the test result is. Meanwhile, the time interval is too long, which may cause inaccurate trend of test result expression. The certain time interval can be 2-4 h, and is preferably 3 h.
And when the water discharge is stable, taking out the measured geotextile, and cutting the geotextile after drying to obtain the geotextile corresponding to different positions of the water discharge holes. And weighing the mass of the dried geotextile, and comparing the mass of the geotextile with the mass of the geotextile before the physical clogging test is carried out, so that the clogging conditions corresponding to the drainage holes at different positions can be analyzed.
The embodiment adopts the tunnel geotextile silting measurement device to carry out physical silting measurement
Firstly, the tunnel geotextile clogging measuring device is checked to ensure that the phenomena of water leakage and blockage do not occur. This is because water leakage and clogging of the test apparatus significantly affect the test results, and therefore, it is necessary to inspect the test apparatus before the start of the actual test.
The inspection process was as follows: first, the water collection tank 2 is checked for water leakage. Injecting water into the water collecting tank 2 to a specified height, observing and measuring the height of the water level after 1h, and if the height of the water level is not changed, proving that the water collecting tank 2 does not leak water; if the water level is lowered, it is proved that the water collection tank 2 has a water leakage phenomenon, and the water collection tank 2 needs to be inspected and maintained. Next, the test chamber 1 is checked for water leakage or clogging at the water inlet 4, the water outlet 5, the drain hole 61, and the like. Switching on a transformer power supply, switching on a water pump to the transformer, adjusting the rotating speed of the water pump to a proper value, conveying water in a water collecting tank 2 to a test box 1 through a water separator 3 (checking whether water leakage exists at each joint in the process, if water leakage is found, starting a test after water stopping treatment is needed), turning off the water pump after the water level of the test box 1 reaches a specified water level height, and checking whether water drainage of each water outlet 5 is smooth one by one in the process; if there is a clogged drain opening 5, the test is continued after cleaning in time and normally. Observing and measuring the water level height in the test box 1 after 1h, and if the water level height is not changed, proving that the test box 1 is watertight; if the water level is lowered, the water leakage phenomenon of the test box 1 is proved, and the test box 1 needs to be checked and maintained again. Finally, after the inspection is completed, the drain port 5 of the test chamber 1 and the header tank 2 is opened to drain all the water.
Then, the mass per unit area of the geotextile was measured.
The procedure for determining mass was as follows: since the test chamber 1 has dimensions of 2m × 1.5m × 1m (length × width × height), the thickness of the stainless steel plate on each side of the test chamber 1 is 10mm, and the radius of the arc-shaped plate 6 is 0.5 m. At this time, the geotextile laid on the arc-shaped plate 6 has a length of 0.5 pi (about 1.57m), a width of 0.65m, and an area of about 1m2. Specifically, the cutting of the geotextile sample should be accurate to 1 mm. The samples were divided into 3 groups, each group having 10 specimens and numbered. Soil engineeringThe cloth samples are weighed one by one on a balance, and the reading precision of the balance is accurate to 0.1 g.
The raw material of the geotextile should be selected in consideration of physical properties, chemical properties, service life and cost required in the application environment. In general, natural fibers are inferior to synthetic fibers in strength, aging resistance, acid and alkali resistance, corrosion resistance, etc., and therefore synthetic fibers such as polyester fibers (dacron), polypropylene fibers (polypropylene fibers), polyamide fibers (chinlon), polyvinyl acetal fibers (vinylon), polyacrylonitrile fibers (acrylon), etc., are mostly used as raw materials for geotextiles, and among them, polyester fibers and polypropylene fibers are mostly used. In this embodiment, two types of geotextiles, namely, a polyester filament geotextile and a polyester staple geotextile, are used.
And finally, carrying out a physical clogging test of the geotextile.
The procedure for the physical fouling test was as follows: first, the water collecting tank 2 is connected to a tap water tap by a water pipe, and the water collecting tank 2 is filled with water to a predetermined height by turning on a switch.
Then, tailor geotechnological cloth according to the size of mold box, tile geotechnological cloth on the arch face of proof box 1 inboard, extrude the inside air that exists to the tunnel bottom in proper order from the vault to simultaneously from the middle unnecessary air of discharging to both sides, pay attention to avoid producing the space in geotechnological cloth and proof box 1 inboard as far as possible, this can produce great influence to experimental, and the waterproof adhesive tape is fixed for the edge of geotechnological cloth, prevents that solution from flowing in from marginal space.
Secondly, a sand barrel is used for loading a test soil sample, the test soil sample is placed on an electronic scale for weighing and recording the weight of the test soil sample, the test soil sample is slowly poured into the test box 1 along the inner wall of the test box 1, and the height change of the soil sample after each pouring is recorded by a graduated scale. After the height change of the soil sample poured each time is repeatedly recorded by the graduated scale until the soil sample in the test box 1 reaches the position of 30cm, firstly treading the deficient soil by feet once, then determining a ramming point every 20cm, ramming each ramming point by a rammer for 8 times, lifting the soil to the chest by two hands for the first seven times, and lifting the soil to the head by the hands for the last time. And (5) ramming the excessive soil between rammed points for 8 times at each position. And after the ramming is repeated for three times, leveling the upper layer of the rammed soil by using a flat shovel. And then sprinkling water to wet the ramming layer, wherein the standard is that the ramming layer is completely wetted, and then beating 4 times at each ramming point by using a rammer. And repeating the operation of determining the tamping point, tamping and tamping point beating until the height of the tamping layer is 60 cm.
Further, referring to fig. 2, a top view of a soil sample in a test chamber of the test apparatus according to an embodiment of the present invention is shown.
And (3) switching on a transformer power supply, switching on the water pump to the transformer, adjusting the rotating speed of the water pump, conveying the solution in the water collecting tank 2 to the test box 1 through the water distributor 3, adjusting the rotating speed of the water pump according to the flow of the water outlet 5 after the water level reaches the specified water level height, controlling the water level height in the test box 1 to be unchanged, and controlling the water level height in the test box 1 to be 75cm away from the box bottom at the moment. After water circulation for 1h, the rotating speed of the water pump is adjusted according to the flow change at the water discharge hole, and the height of the water level in the test box 1 is kept unchanged. After every 1h, the rotating speed of the water pump is repeatedly adjusted, and the height of the water level in the test box 1 is kept unchanged. If the water level in the test box 1 is lowered after the test is started, and a water leakage phenomenon exists, a waterproof spray gun can be used for local leakage compensation, so that the influence of the water leakage condition on the test is reduced as much as possible.
After the start of the water circulation, the water discharge amount at the drain hole 61 for a certain period of time was measured by a timer measuring cylinder at intervals of 3 hours, and the data of the test was recorded. The flow rates of the drain holes 61 at different positions are calculated, and the function relation of the flow rate and the time is obtained.
Figures 3 and 4 show flow charts of physical fouling of the short and long filament geotextiles, respectively, of a tunnel. The semi-arc section is divided into three parts of arch waist (30 degrees and 150 degrees), arch shoulder (60 degrees and 120 degrees) and arch crown (90 degrees), the water displacement of different positions of the same geotextile is averaged, and a water flow change curve graph of the drainage holes of the two geotextiles at each position is obtained. As shown in fig. 3 and 4, the flow rates at the three positions were constantly decreasing with time (initial decreasing phase) and remained at a substantially constant value after 24 hours (steady phase). Obviously, the flow at the haunch is greater at each time interval than at the spandrel, and the flow at the spandrel is greater at each time interval than at the spandrel, which may be due to hydraulic slopes at different locations. Under the condition that the water level is the same, the hydraulic gradient at the arch waist is larger than the arch shoulder and larger than the arch top, and the flow of each position is increased along with the increase of the hydraulic gradient at different positions. Although the drainage flow rates at different positions are different, the drainage flow rates of the drainage holes at different positions have the same trend of decreasing with time.
And finally, after waiting for 36 hours, closing a water pump switch, opening a water outlet 5 in the test box 1, completely discharging water in the test box 1, taking the geotextile out of the test box 1, and placing the geotextile in a ventilated place for air drying. And further cutting the geotextile by using a pair of scissors after the geotextile is completely air-dried, measuring the mass change of the geotextile at different positions after physical clogging by using an electronic scale, and measuring and recording the mass per unit area and the thickness of the geotextile at the positions after clogging by using a graduated scale.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the scope of the present invention, and all modifications and equivalents made by the contents of the present specification and drawings, or directly/indirectly applied to other related technical fields, are included in the scope of the present invention.
Claims (22)
1. The device for measuring the clogging of the geotechnical cloth of the tunnel comprises a test box with a water inlet and a water outlet, and is characterized in that an arc-shaped plate is arranged on the bottom surface of the test box to simulate the arch structure of the upper half part of the tunnel, and a water drainage hole is formed in the arc-shaped plate.
2. The apparatus of claim 1, wherein the arcuate shape of the arcuate plate conforms to actual engineering design.
3. The apparatus of claim 1, wherein the curved plate is a semi-circular curved plate.
4. The apparatus for measuring clogging of geotechnical cloth of a tunnel of claim 3, wherein the radius of said semi-circular arc plate is reduced in proportion of 1:15 to 1:5 compared with the actual engineering.
5. The apparatus of claim 3, wherein the radius of the semi-circular arc plate is 0.3-1.0 m.
6. The apparatus for measuring clogging of geotechnical cloth for tunnel according to claim 1, wherein said drain hole is disposed on said arc-shaped plate in a position relative to the circumferential blind pipe arrangement in the actual engineering.
7. The apparatus for measuring clogging of geotextile of claim 6, wherein said drainage holes are arranged at intervals of 20 ° to 40 ° at the central angle of the circle on which the arc is located on the arc-shaped cross section of said arc-shaped plate.
8. The apparatus for measuring clogging of geotextile of claim 7, wherein said drainage holes are arranged at intervals of 30 ° at a central angle of a circle on which said arc is located on an arc-shaped section of said arc-shaped plate.
9. The apparatus for measuring clogging of geotechnical cloth for tunnel according to any one of claims 1 to 8, wherein said apparatus further comprises a water collecting tank and a variable frequency water pump, wherein water in said water collecting tank is transported to said test chamber by said variable frequency water pump, and water in said test chamber is discharged through said water discharge opening and said water discharge hole, and flows into said water collecting tank to form water circulation.
10. The apparatus of claim 1, wherein the test chamber has at least two test chambers.
11. The apparatus of claim 10, wherein the at least two test chambers are formed by dividing the curved plates by a partition perpendicular to the bottom of the test chamber.
12. The tunnel geotextile fouling measurement device of claim 10, wherein the at least two testing chambers are in fluid communication with each other or are fluidly isolated from each other to enable independent water circulation.
13. The apparatus of claim 1, wherein the water inlet is disposed at a side of the test chamber and the water outlet is disposed at a bottom of the test chamber.
14. The apparatus of claim 9, further comprising a water separator having an inlet connected to the variable frequency water pump and having a plurality of water separation ports connected to the water inlet, respectively.
15. A method for measuring physical clogging of a tunnel geotextile, which is characterized by using the apparatus for measuring physical clogging of a tunnel geotextile according to any one of claims 1 to 14.
16. The method for measuring physical clogging of a tunnel geotextile of claim 15, wherein said method comprises the steps of:
laying geotextile to be measured on the arc-shaped plate of the measuring device, covering the geotextile with a soil sample and tamping the geotextile;
the water circulation is carried out by keeping the water level in the test box at a preset height; and
the amount of water discharged from each of the drain holes is measured at regular intervals.
17. The method for measuring physical clogging of a tunnel geotextile of claim 16, wherein the compacting is performed by adding the soil sample in batches to make the compactness of the soil sample uniform.
18. The method for measuring physical clogging of a tunnel geotextile of claim 17, wherein the consistency of the compactness of the soil sample is determined by measuring and controlling the height change of each batch of the soil sample before and after the compaction.
19. The method for measuring physical clogging of a geotextile of claim 18, wherein the soil sample is compacted so that the compactness of the soil sample is close to the compactness of a soil layer on the upper part of an actual tunnel during measurement.
20. The method for measuring physical clogging of a geotextile of claim 16, wherein the predetermined time interval is 2 to 4 hours.
21. The method of measuring physical clogging of a geotextile according to claim 16, further comprising removing the geotextile and weighing its dry weight after the water discharge amount is stabilized.
22. The method of measuring physical clogging of a geotextile according to claim 21, wherein the dry weight of the geotextile to be measured is a weight measured after air-drying the geotextile to be measured.
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