AU2020104274A4 - An instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle - Google Patents
An instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle Download PDFInfo
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- 230000035699 permeability Effects 0.000 title claims abstract description 46
- 239000002689 soil Substances 0.000 title claims abstract description 44
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 43
- 239000004575 stone Substances 0.000 claims abstract description 33
- 238000012360 testing method Methods 0.000 claims description 27
- 229920006395 saturated elastomer Polymers 0.000 claims description 13
- 238000005259 measurement Methods 0.000 claims description 11
- VVQNEPGJFQJSBK-UHFFFAOYSA-N Methyl methacrylate Chemical compound COC(=O)C(C)=C VVQNEPGJFQJSBK-UHFFFAOYSA-N 0.000 claims description 10
- 229920005372 Plexiglas® Polymers 0.000 claims description 10
- 239000004677 Nylon Substances 0.000 claims description 9
- 229920001778 nylon Polymers 0.000 claims description 9
- 238000007789 sealing Methods 0.000 claims description 9
- 239000004927 clay Substances 0.000 claims description 8
- 238000000034 method Methods 0.000 claims description 8
- 238000010998 test method Methods 0.000 claims description 6
- 239000011521 glass Substances 0.000 claims description 5
- 238000005086 pumping Methods 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 4
- 239000000523 sample Substances 0.000 description 33
- 230000008595 infiltration Effects 0.000 description 10
- 238000001764 infiltration Methods 0.000 description 10
- 238000002474 experimental method Methods 0.000 description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 238000005070 sampling Methods 0.000 description 4
- 230000008018 melting Effects 0.000 description 3
- 238000002844 melting Methods 0.000 description 3
- 238000011161 development Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000008014 freezing Effects 0.000 description 2
- 238000007710 freezing Methods 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 238000012424 Freeze-thaw process Methods 0.000 description 1
- NIXOWILDQLNWCW-UHFFFAOYSA-N acrylic acid group Chemical group C(C=C)(=O)O NIXOWILDQLNWCW-UHFFFAOYSA-N 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000002591 computed tomography Methods 0.000 description 1
- 238000002247 constant time method Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000011160 research 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
-
- 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
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N17/00—Investigating resistance of materials to the weather, to corrosion, or to light
- G01N17/002—Test chambers
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N23/00—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00
- G01N23/02—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material
- G01N23/04—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material and forming images of the material
- G01N23/046—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material and forming images of the material using tomography, e.g. computed tomography [CT]
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N23/00—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00
- G01N23/22—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by measuring secondary emission from the material
- G01N23/225—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by measuring secondary emission from the material using electron or ion
- G01N23/2251—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by measuring secondary emission from the material using electron or ion using incident electron beams, e.g. scanning electron microscopy [SEM]
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
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- Life Sciences & Earth Sciences (AREA)
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- Health & Medical Sciences (AREA)
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- General Physics & Mathematics (AREA)
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- Pathology (AREA)
- Immunology (AREA)
- General Health & Medical Sciences (AREA)
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Abstract
The invention discloses an instrument for measuring soil permeability coefficient under
the action of freeze-thaw cycle, which comprises a base, wherein a downward groove is formed
in the center of the upper part of the base, and a lower permeable stone is arranged in the
groove; two opposite sides on the side of the base are respectively provided with an vent hole
and a water inlet hole communicated with the lower part of the lower permeable stone. Two
first bolts are symmetrically fixed on the outer base of the transparent cylinder, the upper ends
of the first bolts are higher than the cover plate, and cover-fixing plates are sleeved on the two
first bolts, nuts are arranged on the upper and lower first bolts of the cover-fixing plates, the
center of the cover-fixing plate coincides with the center of the cover plate, and a bolt hole is
formed in the center of the cover-fixing plate, and a second bolt is screwed in the bolt hole.
Description
PATENTS ACT 1990
An instrument for measuring soil permeability coefficient under the action of freeze-thaw
cycle
The invention is described in the following statement:-
An instrument for measuring soil permeability coefficient under the action of freeze
thaw cycle
The invention relates to geotechnical engineering technology, in particular to an instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle and its application.
Usually, conventional permeameter can satisfy the determination of specific soil permeability coefficient. However, for some engineering soils in cold regions, the change of soil surface appearance under freeze-thaw cycle (such as crack development), the determination of permeability coefficient after freeze-thaw cycle, and some micro-research such as CT experiment and SEM experiment sampling, the conventional permeameter is hard to handle:
1. The appearance of the traditional infiltration instrument is wrapped with iron sheet, and the internal sample structure can not be effectively observed after infiltration water, which is not conducive to SEM sampling of special parts.
2. Because of the size and shape requirements, traditional medium-sized infiltration instruments can not be put into some scanning CT instruments to scan the internal structure of samples.
3. Traditional infiltration instruments are mostly fixed at a certain position, which is inconvenient to disassemble and assemble.
Therefore, the change of soil internal and external structure after freeze-thaw cycle is one of the problems to be solved in geotechnical engineering.
The purpose of the present invention is to provide an instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle and its use method. The device has simple structure, good overall stability and strong applicability. The method for measuring permeability samples in the manufacturing room is simple to operate. The surface of the manufactured indoor permeability samples is clear and regular, which is convenient for observation. The measurement principle of permeability coefficient after the manufacture can meet the design requirements.
In order to achieve the above purpose, the invention adopts the following technical scheme:
Preferably, the instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle comprises a base, wherein a downward groove is formed in the center of the upper part of the base, and a lower permeable stone is arranged in the groove; two opposite sides on the side of the base are respectively provided with an vent hole and a water inlet hole communicated with the lower part of the lower permeable stone.
Two first bolts are symmetrically fixed on the base outside the transparent cylinder, the upper ends of the first bolts are higher than the cover plate, cover-fixing plates are sleeved on the two first bolts, nuts which can rotate and move up and down along the first bolts are arranged on the upper and lower first bolts of the cover-fixing plates, the center of the cover-fixing plates coincides with the center of the cover plate, and a bolt hole is formed in the center of the cover-fixing plate, and a second bolt is screwed in the bolt hole.
Further, an arc handle is welded on the top of the two first bolts.
The vent hole, the water inlet hole and the drainage hole are all connected with pipelines, and valves are arranged on the pipelines.
The lower part of the first bolt is fixed on the base by threads and nuts.
The base and the transparent cylinder are both round.
Furthermore, the inner part of the groove is of two steps, the diameter of its lower part is smaller than the upper, the diameter and height of the lower are equal to the outer diameter and thickness of permeable stone below, and the upper [part of the groove is equal to the outer diameter of the transparent cylinder, so that the lower end of the transparent cylinder can be completely embedded into the groove and has good sealing performance.
The upper opening of the transparent cylinder is in a two-step shape, the diameter of the upper part is larger than that of the lower part, and the diameter and height of the upper part are equal to the outer diameter and thickness of the cover plate, so that the cover plate can be completely embedded into the transparent cylinder with goof sealing performance.
Additionally, the using method comprises the following steps:
1) Configuring the samples to be measured;
2) Fixing the instrument base and two long bolts, as well as the bolts at the lower part of the cover-fixing plate to prevent the cover-fixing plate from sliding down, and putting permeable stones in the groove at the bottom, and putting filter paper of equal size on the upper part of the permeable stones according to the Codefor Geotechnical Test;
3) Embedding the plexiglass cylinder into the groove at the bottom, then loading of sample materials according to the requirements ofGeotechnical Test Regulations;
4) Putting the filter paper and the upper permeable stone in the instrument respectively, and covering the cover plate; Adjusting the bolts at the lower part of the cover fixing plate to the lower part to fix the cover plate; Fixing the bolts in the middle part; Screwing down the bolts in the upper part of the cover-fixing plate to fix the cover.
5) Operation after successful sample loading:
A. Permeability coefficient measurements for coarse-grained soils that can be saturated with normal head;
B. The clay soil with greater viscosity should be saturated by pumping. According to the "Geotechnical Test Procedure",when saturated, closing the upper drainage valve first, opening the exhaust valve, so the water can flow into the specimen barrel from the inlet valve, and the gas at the bottom should be discharged from the vent hole. Opening the upper drainage valve, when the water in the upper drainage valve of the specimen is evenly discharged, carrying out the measurement of stopwatch and drainage, and measuring the temperature of the inlet and outlet water with the thermometer: The water level difference is determined according to the Geotechnical Test Procedure before saturation; then the permeability coefficient is measured.
6) Carrying out freeze-thaw cycle test, and put the sample into the temperature environment of freeze-thaw test box for test;
7) Removing the samples of CT and SEM, screwing up the upper nut, then moving the cover-fixing plate, opening the nylon cover plate, and slowly take off the samples after laying them flat to prevent the samples from disturbing.
the measurement formula of permeability coefficient in step 5): calculating the permeability coefficient k2 o of the sample at the standard temperature of 2 0 °Cwith the following formula:
kT QL A Ht
k 2 =kr 'Ir 1.10
In the formula, kt - the permeability coefficient when the water temperature is T°C, cm/s;
Q- theamountof permeated water in time t seconds, cm 3
A- cross-sectional area of sample, cm 2 ; (that is, the circular area under the inner diameter of the glass tube)
L- the distance between pressure taps, cm; (height of glass tube)
H- water level difference of piezometer, cm;
T-time, s;
IT _ D Ratio of dynamic viscosity coefficient ofwater at tCto standard temperature.
Beneficial effects:
The frozen-thawed soil permeability test instrument can be applied not only for the two-dimensional variable water head test of frozen-thawed soil, but also for the constant water head test of soil samples with large permeability coefficient. It can be used to test the permeability of frozen-thawed soil with different soil properties, different directions, different freezing modes and different melting modes with high efficiency, thus realizing the two-dimensional permeability coefficient test of frozen-thawed soil. The soil sample box is made of transparent acrylic plate, and the infiltration process is easy to observe.
This instrument can also add fluorescent agent to water flow liquid to simulate the seepage path of soil. It can also measure the development process of piping failure, as long as an acquisition device is added externally, and it can also be measured on site, which can solve the permeability coefficient and further CT and SEM tests of samples after seepage failure.
This infiltration instrument can be applied in most occasions, which is convenient for disassembly and reuse after assembly. This instrument can measure the permeability coefficient of coarse-grained soil and clay under the conditions of normal temperature and freeze-thaw cycle (melting at 50°C and freezing at -30°C), which can provide convenience for the measurement of later microscopic CT and SEM technology. It is convenient to put some scanning CT instruments to scan the internal structure of the sample and clearly observe the crack changes of the sample surface after freeze-thaw cycle. The sample method is simple and reliable, and the instrument can be disassembled indoors and taken to the site to measure the permeability coefficient.
Fig. 1 is the structural diagram of a handle part and a transparent cylinder of one of the embodiment of the invention;
Fig. 2 is the structural diagram of the cover plate;
Fig. 3 is the top view of Fig. 2;
Fig. 4 is the schematic diagram of the base structure;
Fig. 5 is the top view of Fig. 4;
Fig. 6 is the overall front view structure diagram of an embodiment of the invention;
Fig. 7 is the left view of Fig. 6;
Fig. 8 is the top view of Fig. 6;
Components in the figures: 1. Transparent cylinder; 2. First bolt; 3. Handle; 4. Cover plate; 5. Upper permeable stone; 6. Drain hole; 7. Valve; 8. Base; 9. Lower permeable stone; 10. Vent hole; 11. Water inlet hole; 12. Bolt hole; 13. Cover-fixing plate; 14. Nut; 15. Groove; 16. Second bolt.
The invention will be further explained with reference to the drawings and examples.
As shown in Figure 1 - Figure 8, the soil permeability measuring instrument under freeze-thaw cycles comprises a base 8 with a downward groove 15 in the upper center of the base, a lower permeable stone 9 in the groove 15, and a vent hole 10 and a water inlet hole 11 on opposite sides of the base 8 respectively connected to the lower part of the lower permeable stone 9 in the groove 15. The base 8 has an inner diameter of 121mm and an outer diameter of 161 mm. A lcm-thick lower permeable stone 9 is reserved in a groove with a diameter of 101mm and a depth of lcm, and an vent hole and a water inlet channel are reserved at the bottom, which is lcm down from 3cm to 4cm in depth.
A transparent cylinder 1 with upper and lower openings is placed in the groove 15 at the upper part of the lower permeable stone 9, and both the base 8 and the transparent cylinder 1 are round. A cover plate 4 is embedded in the upper opening of the transparent cylinder 1, and an upper permeable stone 5 is embedded in the cover plate 4, and a drainage hole 6 communicating above the upper permeable stone 5 is formed on one side of the cover plate 4. The transparent cylinder 1 of organic glass with a wall thickness of lcm, an inner diameter of 101mm, an outer diameter of 121mm and a height of 21cm. The inner diameter is 111mm; from the bottom to the 20cm-21cm. The inner diameter from the bottom to the 20thcm-21stcm is 111mm; the inner diameter of the circular nylon cover 4 is 101mm, the outer diameter is 111mm, and the upper permeable stone 5 has a diameter of 101mm and a thickness of lcm.
Two first bolts 2 are symmetrically fixed on the base 8 outside the transparent cylinder 1, and the upper ends of the first bolts 2 are higher than the cover plate 4. The cover-fixing plate 13 is sleeved on the two bolts 4 through bolt holes 12. Nuts 14 that can rotate and move up and down along the first bolts 2 are arranged on the first bolts 2 at the upper and lower parts of the cover plate fixing plates 13. The center of the cover-fixing plate 13 coincides with the center of the cover plate 4, and a bolt hole 12 is formed at the center of the cover-fixing plate 13, in which a second bolt 16 is screwed. The tops of the two first bolts 2 are welded with an arc-shaped handle 3. The lower part of the first bolt 2 is fixed on the base 8 by threads and nuts. The length of the whole first bolt is 25cm, and the top bending section is a handle, which can be welded integrally.
The vent hole 10, the water inlet hole 11 and the drain hole 6 are all connected with pipelines, and valves 7 are arranged on the pipelines.
The inner part of the groove 15 is of two steps, the diameter of its lower part is smaller than the upper, the diameter and height of the lower are equal to the outer diameter and thickness of the lower permeable stone 9, and the upper [part of the groove 15 is equal to the outer diameter of the transparent cylinder 1, so that the lower end of the transparent cylinder 1 can be completely embedded into the groove 15 and has good sealing performance.
The upper opening of the transparent cylinder 1 is in a two-step shape, the diameter of the upper part is larger than that of the lower part, and the diameter and height of the upper part are equal to the outer diameter and thickness of the cover plate 4, so that the cover plate 4 can be completely embedded into the transparent cylinder 1 with goof sealing performance.
The role of the upper outlet valve: it can be used for pumping when the valve is opened at the time of (clay) saturation, and then the water is fed for saturation.
After saturation, it can be used as an outlet hole for measuring the drainage volume of coarse-grained soils under normal water head for permeability experiments. The entire instrument can be placed directly in the saturator for pumping and saturation. The permeability test of coarse-grained soils can be used directly as an outlet valve for drainage measurement. (Note: The hole is above the permeable stone and will not cause damage to the specimen due to the problem of rapid water ingress).
Function of the lower inlet valve: it can open the valve to pump air when (clay) is saturated, and the inlet water is saturated. After saturation, it can be used as the inlet of infiltration experiment of coarse-grained soil under constant water head. Permeability test of coarse-grained soil can be directly used as water inlet, and water samples are saturated from bottom to top. (note: the hole is below the permeable stone, so the sample will not be damaged due to the problem of too fast water inflow).
Function of the lower exhaust valve: except the exhaust hole which can be used for penetration test of samples under conventional conditions, it can be used as a water inlet for saturation of samples when the air is saturated with clay infiltration samples (note: this hole is below the permeable stone, so the samples will not be damaged due to the problem of too fast water inflow).
Function of tightening and fixing device: fix the sample with bolts. The upper part of the sample is a nylon cover plate, which covers the upper part of the sample and completely seals the sample. The perforated cubic iron block on the upper part of the cover plate is pressed on the cover plate, and tightened to the lower part with bolt caps on both sides and bolts in the middle part to ensure that the sample does not leak during the test.
Function of nylon cover plate: the inner depth of nylon cover plate is lcm, the inner diameter is 101mm and the outer diameter is 111mm. Permeable stones can be placed inside, so that the sealing of the sample after sampling can be ensured.
Function of plexiglass cylinder: the inner diameter of plexiglass cylinder is 101mm, and the height is 21cm, which is used for sample formation (Stone can also be added in the infiltration experiment of rockfill materials). The inner diameter at the top 20-21cm is 111mm, which can be put into the whole cover plate to ensure the sealing of the sample. The seepage path of the sample can be clearly seen during the infiltration experiment of coarse aggregate. Through this plexiglass, the change of the outer surface of the sample at all times can be observed during the freeze-thaw process of the penetration test (the change of surface cracks is obvious in the test of coarse-grained soil). In addition, the plexiglass cylinder can freeze the sample at -30°C without damage, and the melted sample can be dried in an oven at 50°C at normal temperature without melting.
When loading samples, remove the upper tightening sealing device (i.e., cover-fixing plate 13 and its bolts and nuts), take out nylon cover plate 4 and plexiglass cylinder, load soil samples in plexiglass cylinder, place permeable stones on base 8 in advance and wet them. After loading samples, place base 8 horizontally, align the samples when plexiglass cylinder and base 8 are completely butted, cover nylon cover plate 4, and tighten them by upper bolts, perforated fixing cover plates 13 on both sides and corresponding bolt caps. Saturation is carried out from bottom to top by the water inlet valve. For soil (clay) with low permeability coefficient, after the sample is installed, vacuum saturation is carried out by opening the inlet and outlet water and exhaust valves. After saturation, the conventional permeation experiment can be carried out, and the change of surface appearance of the sample can be observed after saturation, and it can also be directly used for CT scanning. In addition, the sample can be dried in an oven at 50C. After drying, disassemble the upper and lower fixing devices of the sample, push out the sample slowly through the bottom or the upper part (the sample can not be completely dried, so it can be pushed out well), and carry out sampling at the special position of SEM experiment.
The use method of the instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle comprises the following steps:
1) Configuring the samples to be measured;
2) Fixing the instrument base and two long bolts, as well as the bolts at the lower part of the cover-fixing plate to prevent the cover-fixing plate from sliding down, and putting permeable stones in the groove at the bottom, and putting filter paper of equal size on the upper part of the permeable stones according to the Codefor Geotechnical Test;
3) Embedding the plexiglass cylinder into the groove at the bottom, then loading of sample materials according to the requirements ofGeotechnical Test Regulations;
4) Putting the filter paper and the upper permeable stone in the instrument respectively, and covering the cover plate; Adjusting the bolts at the lower part of the cover fixing plate to the lower part to fix the cover plate; Fixing the bolts in the middle part; Screwing down the bolts in the upper part of the cover-fixing plate to fix the cover.
5) Operation after successful sample loading:
A. Permeability coefficient measurements for coarse-grained soils that can be saturated with normal head;
B. The clay soil with greater viscosity should be saturated by pumping. According to the "Geotechnical Test Procedure",when saturated, closing the upper drainage valve first, opening the exhaust valve, so the water can flow into the specimen barrel from the inlet valve, and the gas at the bottom should be discharged from the vent hole. Opening the upper drainage valve, when the water in the upper drainage valve of the specimen is evenly discharged, carrying out the measurement of stopwatch and drainage, and measuring the temperature of the inlet and outlet water with the thermometer: The water level difference is determined according to the Geotechnical Test Procedure before saturation; then the permeability coefficient is measured.
6) Carrying out freeze-thaw cycle test, and put the sample into the temperature environment of freeze-thaw test box for test;
7) Removing the samples of CT and SEM, screwing up the upper nut, then moving the cover-fixing plate, opening the nylon cover plate, and slowly take off the samples after laying them flat to prevent the samples from disturbing.
Claims (9)
1. The instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle is characterized in that it comprises a base, wherein a downward groove is formed in the center of the upper part of the base, and a lower permeable stone is arranged in the groove; two opposite sides on the side of the base are respectively provided with an vent hole and a water inlet hole communicated with the lower part of the lower permeable stone.
Two first bolts are symmetrically fixed on the base outside the transparent cylinder, the upper ends of the first bolts are higher than the cover plate, cover-fixing plates are sleeved on the two first bolts, nuts which can rotate and move up and down along the first bolts are arranged on the upper and lower first bolts of the cover-fixing plates, the center of the cover-fixing plates coincides with the center of the cover plate, and a bolt hole is formed in the center of the cover-fixing plate, and a second bolt is screwed in the bolt hole.
2. The instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle according to claim 1, which is characterized in that an arc handle is welded on the top of the two first bolts.
3. The instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle according to claim 1, which is characterized in that the vent hole, the water inlet hole and the drainage hole are all connected with pipelines, and valves are arranged on the pipelines.
4. The instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle according to claim 1 is characterized in that the lower part of the first bolt is fixed on the base by threads and nuts.
5. The instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle according to claim 1 is characterized in that the base and the transparent cylinder are both round.
6. The instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle according to claim 1 the inner part of the groove is of two steps, the diameter of its lower part is smaller than the upper, the diameter and height of the lower are equal to the outer diameter and thickness of permeable stone below, and the upper [part of the groove is equal to the outer diameter of the transparent cylinder, so that the lower end of the transparent cylinder can be completely embedded into the groove and has good sealing performance.
7. The instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle according to claim 1, which is characterized in that the upper opening of the transparent cylinder is in a two-step shape, the diameter of the upper part is larger than that of the lower part, and the diameter and height of the upper part are equal to the outer diameter and thickness of the cover plate, so that the cover plate can be completely embedded into the transparent cylinder with goof sealing performance.
8. The application method of the soil permeability coefficient measuring instrument under the action of freeze-thaw cycle is characterized by comprising the following steps:
1) Configuring the samples to be measured;
2) Fixing the instrument base and two long bolts, as well as the bolts at the lower part of the cover-fixing plate to prevent the cover-fixing plate from sliding down, and putting permeable stones in the groove at the bottom, and putting filter paper of equal size on the upper part of the permeable stones according to the Codefor Geotechnical Test;
3) Embedding the plexiglass cylinder into the groove at the bottom, then loading of sample materials according to the requirements ofGeotechnical Test Regulations;
4) Putting the filter paper and the upper permeable stone in the instrument respectively, and covering the cover plate; Adjusting the bolts at the lower part of the cover fixing plate to the lower part to fix the cover plate; Fixing the bolts in the middle part; Screwing down the bolts in the upper part of the cover-fixing plate to fix the cover.
5) Operation after successful sample loading:
A. Permeability coefficient measurements for coarse-grained soils that can be saturated with normal head;
B. The clay soil with greater viscosity should be saturated by pumping. According to the "Geotechnical Test Procedure",when saturated, closing the upper drainage valve first, opening the exhaust valve, so the water can flow into the specimen barrel from the inlet valve, and the gas at the bottom should be discharged from the vent hole. Opening the upper drainage valve, when the water in the upper drainage valve of the specimen is evenly discharged, carrying out the measurement of stopwatch and drainage, and measuring the temperature of the inlet and outlet water with the thermometer: The water level difference is determined according to the Geotechnical Test Procedure before saturation; then the permeability coefficient is measured.
6) Carrying out freeze-thaw cycle test, and put the sample into the temperature environment of freeze-thaw test box for test;
7) Removing the samples of CT and SEM, screwing up the upper nut, then moving the cover-fixing plate, opening the nylon cover plate, and slowly take off the samples after laying them flat to prevent the samples from disturbing.
9. The instrument for measuring soil permeability coefficient under the action of freeze-thaw cycle according to claim 8, which is characterized in that the measurement formula of permeability coefficient in step 5): calculating the permeability coefficient k20 of the sample at the standard temperature of 2 0 °Cwith the following formula:
kT - QL
In the formula, kt - the permeability coefficient when the water temperature is T°C, cm/s;
Q- the amount of permeated water in time t seconds, cm 3
A- cross-sectional area of sample, cm 2 ; (that is, the circular area under the inner diameter of the glass tube)
L- the distance between pressure taps, cm; (height of glass tube)
H- water level difference of piezometer, cm;
T-time, s;
eT
q2 -Ratio of dynamic viscosity coefficient ofwater at tCto standard temperature.
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