CN106706384B - Bentonite consolidation device that prevents inclining - Google Patents

Bentonite consolidation device that prevents inclining Download PDF

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CN106706384B
CN106706384B CN201611125516.4A CN201611125516A CN106706384B CN 106706384 B CN106706384 B CN 106706384B CN 201611125516 A CN201611125516 A CN 201611125516A CN 106706384 B CN106706384 B CN 106706384B
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plate
bentonite
pressure
seat plate
base
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CN106706384A (en
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王圣萍
黄金坤
徐敏
李文浩
徐桂中
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Anhui University of Science and Technology
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Anhui University of Science and Technology
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    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N1/00—Sampling; Preparing specimens for investigation
    • G01N1/28—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q
    • G01N1/286—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q involving mechanical work, e.g. chopping, disintegrating, compacting, homogenising
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
    • G01B5/00—Measuring arrangements characterised by the use of mechanical techniques
    • G01B5/30—Measuring arrangements characterised by the use of mechanical techniques for measuring the deformation in a solid, e.g. mechanical strain gauge
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
    • G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/02—Details
    • G01N3/06—Special adaptations of indicating or recording means
    • G01N3/062—Special adaptations of indicating or recording means with mechanical indicating or recording means
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
    • 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
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0014—Type of force applied
    • G01N2203/0016—Tensile or compressive
    • G01N2203/0019—Compressive
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/02—Details not specific for a particular testing method
    • G01N2203/06—Indicating or recording means; Sensing means
    • G01N2203/0605—Mechanical indicating, recording or sensing means

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  • Life Sciences & Earth Sciences (AREA)
  • General Physics & Mathematics (AREA)
  • Physics & Mathematics (AREA)
  • Health & Medical Sciences (AREA)
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  • Food Science & Technology (AREA)
  • Environmental & Geological Engineering (AREA)
  • Remote Sensing (AREA)
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  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
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Abstract

The invention relates to an anti-inclination bentonite consolidation device, wherein an outer sheath is arranged on a base, a cutting ring is arranged in the outer sheath, a groove cavity for containing a sample is formed between the cutting ring and the base, an upper seat plate is arranged at the upper end of the outer sheath, the upper seat plate is pressed on the upper end surface of the cutting ring, an opening through which a pressure transmission plate passes is arranged on the upper seat plate, the pressure transmission plate passes through the opening of the upper seat plate and enters the groove cavity, and the upper seat plate and the base are fixed into a whole through a fastening bolt. Foretell soil sample is placed in the slot chamber that forms between cutting ring and base, passes the opening that the clamp plate passed last bedplate through the pressure device drive and gets into the slot chamber to the realization is to the compaction of sample soil, owing to be equipped with the bedplate on the cutting ring upper end pressure, thereby can avoid owing to the cutting ring shifts up the condition that the soil sample that leads to extrudes, and then can show the accuracy that improves follow-up test data.

Description

Bentonite consolidation device that prevents inclining
Technical Field
The invention relates to the technical field of experimental equipment, in particular to an anti-tilting bentonite consolidation device.
Background
The bentonite is very extensive in the application of industry, and the bentonite need expand the experiment in the laboratory and acquire the various physical parameters of bentonite, and current bentonite consolidation device includes the base, is provided with the permeable stone on the base, is provided with the cutting ring on the permeable stone, be provided with the pressurization piston in the cutting ring, the pressurization piston is connected with the load, and the bentonite of treating the consolidation leaves the cavity that forms between cutting ring and the permeable stone in, through load drive pressurization piston towards the cavity removal to implement the extrusion to the bentonite in the cavity. The bentonite consolidation device has the following problems in the practical use process: firstly, in the experimental process, when a soil sample meets water, the soil sample expands, and when the soil sample at the bottom of the cavity expands, the cutting ring is easily lifted, so that the cutting ring is separated from the permeable stone at the bottom, and the soil sample at the bottom of the cutting ring is easily extruded; secondly, the surface of the soil is inclined due to the uneven condition of the expansion of the bentonite, so that the subsequent experiment is influenced; thirdly, during the pressurizing process, when the loading pressure is too large, the soil sample is often extruded from the gap between the cutting ring and the pressurizing piston.
Disclosure of Invention
The invention aims to provide an anti-inclination bentonite consolidation device, which can avoid the extrusion of bentonite and improve the accuracy of subsequent experimental data.
In order to achieve the purpose, the technical scheme adopted by the invention of the combined structure is as follows:
the utility model provides a bentonite consolidation device that prevents inclining, includes the base, be provided with the oversheath on the base, be provided with the cutting ring in the oversheath, constitute the vallecular cavity that holds the sample between cutting ring and the base, the oversheath upper end is provided with the bedplate, the up end at the cutting ring is established to last bedplate pressure, be provided with the opening that the biography clamp plate passed on the last bedplate, the opening that passes the bedplate of biography clamp plate enters into the vallecular cavity, it is fixed as an organic whole through fastening bolt between bedplate and the base to go up.
Additional features of the invention also exist:
the improved pressure dial indicator is characterized in that a retainer is arranged on the upper seat plate, a first fastening nut is arranged at the upper end of the fastening bolt penetrating through the retainer, a first retaining pipe is sleeved on a rod body of the fastening bolt between the retainer and the upper seat plate, a second fastening nut is arranged at the rod body of the fastening bolt penetrating through the upper seat plate, a force transmission rod is arranged on the upper plate surface of the force transmission plate, the upper end of the force transmission rod penetrates through the force transmission plate to be abutted against a thimble of the pressure dial indicator, the pressure dial indicator is fixed on the indicator rod, and the height of the pressure dial indicator on the indicator rod is adjustable.
And a first sealing ring is arranged on the lower end surface of the base and the lower end surface of the outer sheath.
And a second sealing ring is arranged between the upper end of the cutting ring and the upper end combining surface of the outer sheath.
And a third sealing ring is arranged on the upper end faces of the upper seat plate and the outer sheath.
The base is provided with a groove, a first porous plate is arranged in the groove, and a second porous plate is arranged on the lower plate surface of the pressure transmission plate.
The upper plate surface of the upper seat plate is provided with a plastic pipe, the lower end of the plastic pipe is fixed on the upper plate surface of the upper seat plate, and a pipe core of the plastic pipe forms an opening through which the pressure transmission plate passes.
The meter bar body is vertical and penetrates through the retainer to be fixedly connected with the upper plate surface of the upper seat plate, a second retaining tube is sleeved on the meter bar body between the retainer and the upper seat plate, and a third fastening nut is arranged on the meter bar body positioned on the upper plate surface of the upper seat plate.
The retainer is provided with a linear bearing, and the rod body of the dowel rod penetrates through the linear bearing.
The base is provided with a first communication hole and a second communication hole, one end hole opening of the first communication hole and one end hole opening of the second communication hole are respectively communicated with the groove in the base, the other end hole opening of the first communication hole is communicated with the air inlet of the exhaust valve, the other end hole opening of the second communication hole is communicated with one end opening of the three-way valve, and the other end opening of the three-way valve is provided with a pressure sensor.
And a hole opening at one end of the third communicating hole is communicated with the opening of the upper seat plate, and a hole opening at the other end of the third communicating hole is communicated with the outside.
Compared with the prior art, the invention has the technical effects that:
foretell soil sample is placed in the slot chamber that forms between cutting ring and base, passes the opening that the clamp plate passed the bedplate through pressure device drive and gets into the slot chamber to the realization is to the compaction of sample soil, owing to be equipped with the bedplate in cutting ring upper end pressure, thereby can avoid because the cutting ring shifts up the condition that the soil sample that leads to extrudes, and then can show the accuracy that improves follow-up test data.
Drawings
FIG. 1 is a schematic view of the construction of an anti-tilt bentonite consolidation apparatus;
Detailed Description
The invention is further illustrated with reference to fig. 1:
an anti-inclination bentonite consolidation device comprises a base 10, wherein an outer sheath 20 is arranged on the base 10, a cutting ring 30 is arranged in the outer sheath 20, a groove cavity for accommodating a sample is formed between the cutting ring 30 and the base 10, an upper seat plate 40 is arranged at the upper end of the outer sheath 20, the upper seat plate 40 is pressed on the upper end face of the cutting ring 30, an opening through which a pressure transmitting plate 50 penetrates is arranged on the upper seat plate 40, the pressure transmitting plate 50 penetrates through the opening of the upper seat plate 40 and enters the groove cavity, and the upper seat plate 40 and the base 10 are fixed into a whole through a fastening bolt 60;
in practical use, the soil sample is placed in the groove cavity between the cutting ring 30 and the base 10, the pressure loading device loads the pressure on the pressure transmitting plate 50, and the pressure transmitting plate 50 penetrates through the opening of the upper seat plate 40 and extrudes the sample in the groove cavity, so that the soil sample is consolidated.
As a preferred embodiment of the present invention, a holder 70 is arranged on the upper seat plate 40, a first fastening nut 61 is arranged at the upper end of the fastening bolt 60 through the upper end of the holder 70, a first holding tube 63 is sleeved on the shaft of the fastening bolt 60 between the holder 70 and the upper seat plate 40, a second fastening nut 62 is arranged at the fastening bolt 60 through the shaft of the upper seat plate 40, a force transmission rod 51 is arranged on the upper plate surface of the force transmission plate 50, the upper end of the force transmission rod 51 is abutted against the thimble of the pressure dial indicator 80 through the force transmission plate 50, the pressure dial indicator 80 is fixed on a gauge rod 81, and the height of the pressure dial indicator 80 on the gauge rod 81 is adjustable;
the pressure transmission plate 50 is arranged on the retainer 70 through the force transmission rod 51, the dial indicator 80 is adjusted to be positioned at the height of the indicator rod 81, so that the soil sample in the groove cavity is pressurized, the pressure loaded on the pressure transmission plate 50 can be obtained by observing the pointer reading on the dial indicator 80, and the problems of inaccurate subsequent experimental results and soil sample extrusion caused by the fact that the pressure transmission plate 5-inclines, inclines or is stressed unevenly due to the expansion of the soil sample can be solved through the retainer 70.
In order to further avoid water seepage from a gap between the base 10 and the outer sheath 20, a first sealing ring 91 is arranged on the lower end faces of the base 10 and the outer sheath 20;
in order to avoid water seepage from the gap between the cutting ring 30 and the outer sheath 20, a second sealing ring 92 is arranged between the upper end of the cutting ring 30 and the upper end combining surface of the outer sheath 20;
in order to prevent water from seeping out from the gap between the outer sheath 20 and the upper seat plate 40, a third sealing ring 93 is arranged on the upper end faces of the upper seat plate 40 and the outer sheath 20;
the first, second and third sealing rings 91, 92 and 93 can effectively prevent the water seepage problem in the expansion experiment.
A groove is formed in the base 10, a first porous plate 11 is arranged in the groove, and a second porous plate 52 is arranged on the lower plate surface of the pressure transmission plate 50;
further, the upper plate surface of the upper seat plate 40 is provided with a plastic tube 42, the lower end of the plastic tube 42 is fixed on the upper plate surface of the upper seat plate 40, and a tube core of the plastic tube 42 forms an opening through which the pressure transmission plate 50 passes;
the plastic pipe 42 can ensure that the soil sample can still be soaked after the soil sample is expanded, and the water level of the soil sample chamber is increased.
Furthermore, the rod body of the meter rod 81 is vertical and penetrates through the retainer 70 to be fixedly connected with the upper plate surface of the upper seat plate 40, a second retaining pipe 82 is sleeved on the rod body of the meter rod 81 between the retainer 70 and the upper seat plate 40, a third fastening nut 83 is arranged on the rod body of the meter rod 81 positioned on the upper plate surface of the upper seat plate 40, a linear bearing 71 is arranged on the retainer 70, and the rod body of the dowel 51 penetrates through the linear bearing 71;
the linear bearing 71 not only can prevent the problems of inclination, side deflection and uneven stress of the pressure transmission plate in the expansion and consolidation experiments, but also has the low friction characteristic of the linear bearing 71, so that the additional friction force applied to the force transmission rod 51 is small, and the accuracy of data is ensured.
Further, a first communication hole 12 and a second communication hole 13 are formed in the base 10, orifices of one end of the first communication hole 12 and one end of the second communication hole 13 are respectively communicated with the groove of the base 10, an orifice of the other end of the first communication hole 12 is communicated with an air inlet of an exhaust valve 14, an orifice of the other end of the second communication hole 13 is communicated with an opening of one end of a three-way valve 15, and an opening of the other end of the three-way valve 15 is provided with a pressure sensor 16.
The upper seat plate 40 is provided with a third communication hole 41, an orifice at one end of the third communication hole 41 is communicated with the opening of the upper seat plate 40, and an orifice at the other end of the third communication hole 41 is communicated with the outside.
In the prior art, when the loading pressure is too high in the pressurizing process, a soil sample is often extruded from a gap between the cutting ring and the pressure transmission plate, and analysis shows that the permeability coefficient of bentonite is smaller than that of general cohesive soil, so that the soil sample cannot be completely consolidated by adopting a traditional consolidation experiment method (adding a downward moving load after loading for 24 hours), and for the reason, the applicant adopts the following loading method:
when the load is firstly loaded, prolonging the application time of single load, specifically, when the load is less than 200kPa, the load time is 48 hours each time, and when the load is more than 200kPa, the single load time is 72 hours; the above problems can be significantly solved by the above method.
The practical use of the consolidation apparatus is illustrated below:
firstly, a sample is put into a cutting ring 30 according to the requirements of geotechnical test specifications;
secondly, placing a first porous plate 11 on the base 10, placing filter paper on the first porous plate 11, then placing a third sealing ring 93 and an outer sheath 20, then placing a second sealing ring 92 between the outer sheath 20 and the cutting ring 30, and placing the loaded sample;
thirdly, a first sealing ring 91 is arranged between the outer sheath 20 and the upper seat plate 40, filter paper and a second permeable plate 52 are placed according to the requirement of geotechnical test specifications, and then the upper seat plate 40 is fastened with the base 10 by fastening bolts 60;
finally, the holder 70 is placed on the second porous plate 52 together with the pressure transfer plate 50, and the dial gauge 80 is mounted on the top of the pressure transfer plate 50, and the test is started.
The following test methods for bentonite are described:
firstly, the preparation method of the soil sample comprises the following steps: before the test is carried out, samples with different initial water contents required by the test need to be prepared; before sample preparation, a certain mass of bentonite powder M is taken Soil for planting Measuring the water content w'; then weighing a certain amount of water M according to the formula (2-1) Water (I) Mixing water and bentonite, and stirring; after the soil sample is uniformly stirred, hermetically soaking the soil sample in a plastic bag with better quality for 2-3 days; and testing the moisture content of the soaked soil sample to obtain the target moisture content w of the soaked soil sample. (ii) a
M Water (W) ＝M Soil for soil /(1+w。)*(w-w′) (2-1)
After that, the prepared soil sample with the specified water content is loaded into a cutting ring 30; during sample filling, layered three-layer filling is adopted, and in the filling process, the compaction of the soil sample is noticed, and bubbles are extruded as much as possible; after the soil sample is filled, the surface of the ring cutter 30 is scraped by an earthwork cutter; in the sample preparation process, in order to ensure the sample preparation quality, a quality control method is adopted, namely the cutting ring volume (60 cm) is calculated according to the formula (2-2) 3 ) The mass of the soil sample required; after the soil sample is prepared, weighing the mass of the soil sample in the cutting ring 30, if the mass of the soil sample is more than 95% of the calculated mass, considering that the soil sample is qualified for preparation, and if the soil sample does not meet the requirement, preparing the soil sample again;
M′ soil for soil ＝V*Gs*(1+w/(1+Gsw) (2-2)
In the formula (2-2), V is the volume of the cutting ring 30, w is the water content of the soil sample, gs is the specific gravity of the soil particles, and M' is the mass of the soil sample to be filled into the cutting ring 30.
Secondly, a bentonite expansive force test method, wherein the test method utilizes the anti-inclination bentonite consolidation device, and in order to know the expansive force of the bentonite with different water contents, the method comprises the following steps:
the first step is to prepare soil samples with different initial water contents, and prepare the soil samples with different initial water contents according to the preparation method of the soil samples, wherein the water content w 0 Between 180 and 530 percent (0.7 to 2 times of liquid limit);
secondly, the prepared soil sample is loaded into the groove cavity of the consolidation device, the consolidation device is installed on a loading device, and the pressure dial indicator 80 is installed;
step three, filling water into a groove cavity of the consolidation device, soaking the soil sample, and immediately increasing proper pressure by using a loading device when the pressure dial indicator 80 rotates to enable the pressure dial indicator 80 to return to the original position;
and fourthly, when the pressure dial indicator 80 keeps the original position for more than 2 hours under a certain load and does not rebound, ending the test, wherein the consolidation pressure on the soil sample is the expansive force of the soil sample under the initial water content.
And thirdly, a one-dimensional swelling characteristic test method of the bentonite, wherein the one-dimensional swelling characteristic test of the bentonite can be divided into two types, the first type is that the consolidation pressure is not considered, the soil sample is fully swelled after meeting water under the condition of no load, and the compression consolidation is carried out after the soil sample is swelled stably.
The first type of test method also utilized the anti-tilt bentonite consolidation apparatus described above, and the method steps were as follows:
first, preparing soil samples with different initial water contents w 0 120% -300%;
secondly, after the prepared samples with different initial water contents are loaded into a groove cavity of a consolidation device, placing filter paper and a first porous plate 11 on the surface of the soil sample, and erecting a pressure dial indicator 80;
filling water into the tank cavity of the consolidation device and ensuring that the water can submerge the soil sample;
and fourthly, the soil sample expands, the reading of the pressure dial indicator 80 is read at regular time, data is recorded and processed, and the reading is stopped when the daily expansion amount of the soil sample is less than 0.02mm, so that the test is completed.
The second type of bentonite one-dimensional swelling characteristic test is that a soil sample is swelled in water under different loads, the test method of the middle type also utilizes the above-mentioned anti-tilting bentonite consolidation device, and the method steps are as follows:
firstly, preparing a soil sample, wherein the initial water content w of the soil sample 0 157% of;
secondly, the prepared samples with different initial water contents are loaded into the groove cavity of the consolidation device, the cutting ring 30 is added into the groove cavity of the consolidation device, and after the filter paper and the second permeable plate 52 are placed,
thirdly, mounting a consolidation device on a loading device, and applying different consolidation pressures on the soil sample, wherein the consolidation pressures are respectively 0.5kPa, 6.25kPa, 12.5kPa, 25kPa and 50kPa;
and fourthly, measuring and reading the pressure dial indicator 80 regularly to obtain the expansion amount.
Finally, a compression test method is adopted, after the soil sample is expanded, for the first bentonite one-dimensional expansion characteristic test, a consolidation device is installed on a loading device to prepare for loading;
for the second bentonite one-dimensional expansion characteristic test, the next load is directly applied. It should be noted that, for comparison, another test is also carried out, and another group of samples corresponding to the initial water content of the expansion test one by one are prepared; unlike the expansion test, the samples of this group were not allowed to expand upon contact with water, but were directly loaded in the order of 0.5kPa, 6.25kPa, 12.5kPa, 25kPa, 50kPa, i.e., at a certain load, when the soil sample still expanded, the next load was immediately applied.
The loading manner of the compression consolidation test is that the loading ratio is 1, and the loading order is 6.25kPa, 12.5kPa, 25kPa, 50kPa, 100kPa, 200kPa, 400kPa, 800kPa, 1200kPa. In addition, considering that the permeability coefficient of the bentonite is far lower than that of the traditional cohesive soil, the loading time of each load stage in the test is not 24 hours specified by the specification, but the next load stage is loaded after 48 to 72 hours of each load stage.
It should be noted that the above embodiments are only used for illustrating the technical solutions of the present invention, and not for limiting the same, and although the present invention is described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that: it is to be understood that modifications may be made to the above-described arrangements in the embodiments or equivalents may be substituted for some of the features of the embodiments without departing from the spirit or scope of the present invention.

Claims (6)

1. A bentonite expansive force test method is characterized in that: the test method utilizes a bentonite expansive force test device, and in order to know the expansive force of the bentonite with different water contents, the method comprises the following steps:
first, preparing soil samples with different initial water contents, namely water content w 0 Between 180 and 530 percent (0.7 to 2 times of liquid limit);
secondly, the prepared soil sample is loaded into the groove cavity of the consolidation device, the consolidation device is installed on a loading device, and a pressure dial indicator (80) is installed;
thirdly, filling water into a groove cavity of the consolidation device, soaking the soil sample, and immediately increasing appropriate pressure by using a loading device when the pressure dial indicator (80) rotates to enable the pressure dial indicator (80) to return to the original position;
fourthly, when the pressure dial indicator (80) keeps in place for more than 2 hours under a certain load and does not rebound, ending the test, wherein the consolidation pressure on the soil sample is the expansive force of the soil sample under the initial water content;
bentonite expansive force test device includes base (10), be provided with oversheath (20) on base (10), be provided with cutting ring (30) in oversheath (20), constitute the vallecular cavity that holds the sample between cutting ring (30) and base (10), oversheath (20) upper end is provided with bedplate (40), last bedplate (40) press and establish the up end at cutting ring (30), be provided with the opening that passes clamp plate (50) and pass on bedplate (40), pass the opening that clamp plate (50) passed bedplate (40) and enter the tank intracavity, it is fixed as an organic whole through fastening bolt (60) between bedplate (40) and base (10).
2. The bentonite expansive force test method according to claim 1, wherein: the improved pressure-sensitive gauge is characterized in that a retainer (70) is arranged on the upper seat plate (40), the upper end of the fastening bolt (60) penetrating through the retainer (70) is provided with a first fastening nut (61), a first retaining pipe (63) is sleeved on a rod body of the fastening bolt (60) between the retainer (70) and the upper seat plate (40), a second fastening nut (62) is arranged on the rod body of the fastening bolt (60) penetrating through the upper seat plate (40), a force transmission rod (51) is arranged on the upper plate surface of the force transmission plate (50), the upper end of the force transmission rod (51) penetrates through the force transmission plate (50) to be abutted against a thimble of the pressure dial indicator (80), the pressure dial indicator (80) is fixed on an indicator rod (81), and the height of the pressure dial indicator (80) is arranged on the indicator rod (81) and can be adjusted.
3. The bentonite expansive force test method according to claim 1 or 2, wherein: a first sealing ring (91) is arranged on the lower end faces of the base (10) and the outer sheath (20); a second sealing ring (92) is arranged between the combining surface of the upper end of the cutting ring (30) and the upper end of the outer sheath (20); and a third sealing ring (93) is arranged on the upper end faces of the upper seat plate (40) and the outer sheath (20).
4. The bentonite expansive force test method according to claim 3, wherein: the base (10) is provided with a groove, a first porous plate (11) is arranged in the groove, a second porous plate (52) is arranged on the lower plate surface of the pressure transmission plate (50), a plastic pipe (42) is arranged on the upper plate surface of the upper seat plate (40), the lower end of the plastic pipe (42) is fixed on the upper plate surface of the upper seat plate (40), and a pipe core of the plastic pipe (42) forms an opening through which the pressure transmission plate (50) penetrates.
5. The bentonite expansive force testing method according to claim 2, wherein: the gauge rod (81) is vertical and penetrates through a retainer (70) to be fixedly connected with the upper plate surface of an upper seat plate (40), a second holding pipe (82) is sleeved on the gauge rod (81) between the retainer (70) and the upper seat plate (40), a third fastening nut (83) is arranged on the gauge rod (81) located on the upper plate surface of the upper seat plate (40), a linear bearing (71) is arranged on the retainer (70), and the gauge rod (51) penetrates through the linear bearing (71).
6. The bentonite expansive force testing method according to claim 3, wherein: be provided with first, second intercommunicating pore (12, 13) on base (10), the one end drill way of first, second intercommunicating pore (12, 13) communicates with the recess on base (10) respectively, the other end drill way of first intercommunicating pore (12) communicates with the air inlet of discharge valve (14), the other end drill way of second intercommunicating pore (13) communicates with the one end opening of three-way valve (15), the other end opening of three-way valve (15) is provided with pressure sensor (16), be provided with third intercommunicating pore (41) on upper plate (40), the one end drill way of third intercommunicating pore (41) communicates with the opening of upper plate (40), and the other end drill way of third intercommunicating pore (41) communicates with the external world.
CN201611125516.4A 2016-12-09 2016-12-09 Bentonite consolidation device that prevents inclining Active CN106706384B (en)

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Application Number Priority Date Filing Date Title
CN201611125516.4A CN106706384B (en) 2016-12-09 2016-12-09 Bentonite consolidation device that prevents inclining

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Application Number Priority Date Filing Date Title
CN201611125516.4A CN106706384B (en) 2016-12-09 2016-12-09 Bentonite consolidation device that prevents inclining

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