CN106706384A - Anti-tilting bentonite consolidation device - Google Patents
Anti-tilting bentonite consolidation device Download PDFInfo
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- CN106706384A CN106706384A CN201611125516.4A CN201611125516A CN106706384A CN 106706384 A CN106706384 A CN 106706384A CN 201611125516 A CN201611125516 A CN 201611125516A CN 106706384 A CN106706384 A CN 106706384A
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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
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- 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
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- 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
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- 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
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- 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
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- 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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- 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
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- 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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Abstract
The invention relates to an anti-tilting bentonite consolidation device. A base is provided with an outer sheath, a ring knife is arranged in the outer sheath, a groove cavity used for containing a sample is formed between the ring knife and the base, an upper seat plate is arranged at the upper end of the outer sheath, and the upper seat plate is arranged on the upper end face of the ring knife in a pressing way; an opening, through which a pressure transfer plate can pass, is formed in the upper seat plate, and the pressure transfer plate passes through the opening of the upper seat plate and enters the groove cavity; the upper seat plate and the base are fixed into a whole by means of a fastening bolt. A soil sample is placed in the groove cavity between the ring knife and the base, and the pressure transfer plate is driven to pass through the opening of the upper seat plate and enter the groove cavity by a pressurizing device, so that the soil sample can be compacted; the upper seat plate is arranged at the upper end of the ring knife in a pressing way, so that the phenomenon that the soil sample is extruded by the upward displacement of the ring knife can be avoided; therefore, the accuracy of subsequent test data is remarkably improved.
Description
Technical field
The present invention relates to technical field of experiment equipment, and in particular to a kind of bentonite consolidation device of Anti-inclining.
Background technology
Bentonite application industrially is quite varied, and bentonite needs to carry out swell to obtain swelling in laboratory
The various physical parameters of soil, existing bentonite consolidation device includes base, and permeable stone is provided with base, is set on permeable stone
Cutting ring is equipped with, pressurizing piston is provided with the cutting ring, pressurizing piston is connected with load, bentonite to be consolidated is stored in cutting ring
In the chamber formed between permeable stone, pressurizing piston is driven to be moved towards chamber by load, so as to implement in chamber
Bentonitic extruding.There are following problems during actually used in above-mentioned bentonite consolidation device：First, testing
Cheng Zhong, after soil sample meets water, soil sample is expanded, and when being expanded positioned at the soil sample of cavity bottom, is easily caused cutting ring and is raised so that
Cutting ring is separated with the permeable stone of bottom, and the soil sample positioned at cutting ring bottom is easily extruded；Second, existing not due to bentonite inflated
Uniform situation, causes native face surface crooked, and then influences follow-up experiment；Third, in pressure process, when on-load pressure mistake
When big, gap extrusion of the soil sample between cutting ring and pressurizing piston is frequently resulted in.
The content of the invention
It is an object of the invention to provide a kind of bentonite consolidation device of Anti-inclining, bentonite can be avoided from extruding, carried
The accuracy of follow-up experimental data high.
To achieve the above object, the technical scheme of this combining structure invention use is：
A kind of bentonite consolidation device of Anti-inclining, including base, are provided with oversheath, the oversheath on the base
Cutting ring is inside provided with, the vallecular cavity for accommodating sample is constituted between the cutting ring and base, the oversheath upper end is provided with upper base plate,
The upper base plate is pressed on the upper surface of cutting ring, and the opening that pressure transmission plate is passed through is provided with the upper base plate, and the pressure transmission plate is worn
The opening for crossing upper base plate enters in vallecular cavity, is fixed as one by fastening bolt between the upper base plate and base.
The supplementary features that also exist of the present invention are：
Retainer is provided with the upper base plate, the upper end of the fastening bolt is provided with first through the upper end of retainer
Clamp nut, is arranged with the first holding pipe, the fastening spiral shell on the shaft of the fastening bolt between the retainer and upper base plate
Bolt is provided with the second clamp nut through the shaft of upper base plate, and the upper face of the pressure transmission plate is provided with transmission rod, the power transmission
Bar upper end passes through the thimble of pressure transmission plate and pressure dial gauge against the pressure dial gauge is fixed on table bar, pressure dial gauge
Height adjustable on table bar.
The base is provided with the first sealing ring with the lower surface of oversheath.
The second sealing ring is provided between the upper end of the cutting ring and the upper end faying face of oversheath.
The upper base plate is provided with the 3rd sealing ring with the upper surface of oversheath.
Set fluted on the base, the first porous disc is provided with the groove, the lower face of the pressure transmission plate sets
It is equipped with the second porous disc.
The upper face of the upper base plate is provided with plastic tube, and the lower end of the plastic tube is fixed on the upper face of upper base plate,
The tube core of plastic tube constitutes the opening that pressure transmission plate is passed through.
Upper face of the table club body vertically and through retainer and upper base plate is connected, the retainer and upper base plate it
Between table club body on be arranged with the second holding pipe, the table bar is located on the shaft of the upper face of upper base plate that to be provided with the 3rd tight
Gu nut.
Linear bearing is provided with the retainer, the shaft of the transmission rod passes through linear bearing.
Be provided with first, second intercommunicating pore on the base, one end aperture of first, second intercommunicating pore respectively with bottom
Groove connection on seat, the other end aperture of first intercommunicating pore connects with the air inlet of air bleeding valve, second intercommunicating pore
Other end aperture connected with the one end open of triple valve, another end opening of the triple valve is provided with pressure sensor.
Third connecting hole is provided with the upper base plate, one end aperture in the third connecting hole connects with the opening of upper base plate
Logical, the other end aperture in third connecting hole is in communication with the outside.
Compared with prior art, the technique effect that possesses of the present invention is：
Above-mentioned soil sample is placed in the vallecular cavity formed between cutting ring and base, drives pressure transmission plate to pass through by pressue device
The opening of upper base plate enters vallecular cavity, so that realize to sample soil compaction, because side pressure is provided with upper base plate on cutting ring, so that can
The situation of soil sample extrusion caused by avoiding due to being moved on cutting ring, and then it is remarkably improved the accuracy of follow-up test data.
Brief description of the drawings
Fig. 1 is the structural representation of the bentonite consolidation device of Anti-inclining；
Specific embodiment
With reference to Fig. 1, the present invention is further described：
A kind of bentonite consolidation device of Anti-inclining, including base 10, are provided with oversheath 20 on the base 10, described
Cutting ring 30 is provided with oversheath 20, the vallecular cavity for accommodating sample, the oversheath 20 are constituted between the cutting ring 30 and base 10
Upper end is provided with upper base plate 40, and the upper base plate 40 is pressed on the upper surface of cutting ring 30, pressure transmission is provided with the upper base plate 40
The opening that plate 50 is passed through, the pressure transmission plate 50 enters in vallecular cavity through the opening of upper base plate 40, the upper base plate 40 and base 10
Between be fixed as one by fastening bolt 60；
Be placed on soil sample in the vallecular cavity between cutting ring 30 and base 10 when actually used by above-mentioned consolidation device, leads to
The on-load pressure of pressure transmission plate 50 is caused pressure transmission plate 50 through the opening of upper base plate 40 and implemented to groove by excess pressure loading equipemtn
The extruding of the sample in chamber, so as to realize the consolidation to soil sample.
As preferred scheme of the invention, be provided with retainer 70 on the upper base plate 40, the fastening bolt 60 it is upper
End is provided with the first clamp nut 61, the fastening bolt between the retainer 70 and upper base plate 40 through the upper end of retainer 70
The first holding pipe 63 is arranged with 60 shaft, the fastening bolt 60 is provided with the second fastening spiral shell through the shaft of upper base plate 40
Female 62, the upper face of the pressure transmission plate 50 is provided with transmission rod 51, and the upper end of the transmission rod 51 passes through pressure transmission plate 50 and pressure hundred
Divide the thimble of table 80 against the pressure dial gauge 80 is fixed on table bar 81, and pressure dial gauge 80 is located at the height on table bar 81
Degree is adjustable；
Above-mentioned pressure transmission plate 50 is arranged on retainer 70 by transmission rod 51, by adjusting dial gauge 80 positioned at table bar 81
On height, so as to realize the pressurization to the soil sample in vallecular cavity, by observing the total indicator reading on dial gauge 80 by draw plus
Be loaded in the pressure of pressure transmission plate 50, caused by can preventing from being expanded due to soil sample by retainer 70 pressure transmission plate 5- incline, skew back or
Follow-up experimental result is inaccurate caused by person's discontinuity and the problem of soil sample extrusion.
Further to avoid gap of the water between base 10 and oversheath 20 from oozing out, the base 10 and oversheath 20
Lower surface is provided with the first sealing ring 91；
To avoid gap of the water between cutting ring 30 and oversheath 20 from oozing out, upper end and the oversheath 20 of the cutting ring 30
The second sealing ring 92 is provided between the faying face of upper end；
To avoid gap of the water between oversheath 20 and upper base plate 40 from oozing out, the upper base plate 40 is upper with oversheath 20
End face is provided with the 3rd sealing ring 93；
First, second, third above-mentioned sealing ring 91,92,93, can effectively prevent the hair of the seepage problem in swell
It is raw.
Set fluted on the base 10, the first porous disc 11 is provided with the groove, under the pressure transmission plate 50
Plate face is provided with the second porous disc 52；
Further, the upper face of the upper base plate 40 is provided with plastic tube 42, and the lower end of the plastic tube 42 is fixed on
The upper face of upper base plate 40, the tube core of plastic tube 42 constitutes the opening that pressure transmission plate 50 is passed through；
Above-mentioned plastic tube 42 still can soak soil sample after may insure soil sample expansion, improve the water level of soil sample chamber.
Further, upper face of the shaft of table bar 81 vertically and through retainer 70 and upper base plate 40 is connected, institute
State and the second holding pipe 82 is arranged with the shaft of table bar 81 between retainer 70 and upper base plate 40, the table bar 81 is located at upper base plate
The 3rd clamp nut 83 is provided with the shaft of 40 upper face, linear bearing 71, the biography are provided with the retainer 70
The shaft of power bar 51 passes through linear bearing 71；
Above-mentioned linear bearing 71 can not only prevent the pressure transmission plate in expansion, consolidation experiment from inclining, slanting, unbalance stress
Even problem, and the low friction characteristic of linear bearing 71 so that transmission rod 51 is subject to extra frictional force smaller, so that it is guaranteed that number
According to accuracy.
Further, first, second intercommunicating pore 12,13, first, second intercommunicating pore are provided with the base 10
12nd, 13 one end aperture connects with the groove on base 10 respectively, the other end aperture of first intercommunicating pore 12 and air bleeding valve
14 air inlet connection, the other end aperture of second intercommunicating pore 13 connects with the one end open of triple valve 15, the threeway
Another end opening of valve 15 is provided with pressure sensor 16.
Third connecting hole 41, one end aperture and the upper base plate 40 in the third connecting hole 41 are provided with the upper base plate 40
Open communication, the other end aperture in third connecting hole 41 is in communication with the outside.
In due to there is pressure process in the prior art, when on-load pressure is excessive, frequently result in soil sample from cutting ring with pass
Between pressing plate gap extrusion, think, this be because the infiltration coefficient of bentonitic osmotic coefficient ratio general clay is small,
So it is complete to consolidate soil sample using traditional consolidation experimental technique (after loading 24 hours, plus moving down load), in this regard,
Applicant uses following loading method：
When loading first, extend the application time of single load, specifically when load is less than 200kPa, during each load
Between be 48 hours, when load be more than 200kPa when, single load-time be 72 hours；Can significantly be solved by the above method above-mentioned
Problem.
The actually used process of the consolidation device is described below：
First, sample is put into cutting ring 30 according to soil test code requirement；
Secondly, the first porous disc 11 is put on base 10, filter paper is put on the first porous disc 11, then place the 3rd sealing ring
93 with oversheath 20, secondly lay the second sealing ring 92 between oversheath 20 and cutting ring 30, and the sample for installing is put into；
Again, the first sealing ring 91 is laid between oversheath 20 and upper base plate 40, and according to soil test code requirement
Filter paper and the second porous disc 52 are put into, upper base plate 40 is fastened with base 10 with fastening bolt 60 then；
Finally, retainer 70 is placed on the second porous disc 52 together with pressure transmission plate 50, and in the top shelf of pressure transmission plate 50
Dial gauge 80, starts experiment.
Introduce relevant bentonitic test method below：
First it is the preparation method of soil sample：Carry out experiment preceding, it is necessary to prepare the different initial aqueous rates required for testing
Sample；Before sample preparation, the bentonite powder M of certain mass is takenSoil, measure its moisture content w '；Weighed further according to formula (2-1) a certain amount of
Water MWater, stirred after water is mixed with bentonite；After soil sample stirs, soil sample is sealed with the preferable polybag of quality
Infiltration, infiltrating time is 2~3 days；Soil sample after infiltration is carried out into water cut test again, the target of soil sample is aqueous after being infiltrated
Rate w.；
MWater=MSoil/(1+w。)*(w-w′) (2-1)
After this, the soil sample of the specified moisture content that will be prepared loads cutting ring 30；During dress sample, filled out for three layers using layering
Pressure, during tamping, notes the closely knit of soil sample, as far as possible extrudes bubble；After soil sample is filled up, with geotechnological knife by the surface of cutting ring 30
Strike off；Again in sample making course, in order to ensure sample quality, so taking quality control method, i.e., cutting ring is calculated according to formula (2-2)
Volume (60cm3) under required soil sample quality；After the preparation of soil sample is good, the quality of soil sample in cutting ring 30 is weighed, if soil sample
More than 95% of quality more than calculating quality, it is believed that the preparation of soil sample is qualified, if being unsatisfactory for this requirement, again sample preparation；
M′Soil=V*Gs* (1+w/ (1+Gsw) (2-2)
In formula (2-2), V is the volume of cutting ring 30, and w is Water Content Tests in Soil Samples, and Gs is soil particle proportion, and M ' is to need to insert ring
The quality of soil sample in knife 30.
Next to that bentonite inflated power test method, the test method make use of the bentonite of above-mentioned Anti-inclining to consolidate
Device, in order to understand bentonitic expansive force during different water cut, method and step is as follows：
The first step, prepares the soil sample of different initial aqueous rates, and preparing difference according to the preparation method of above-mentioned soil sample initially contains
The soil sample of water rate, moisture content w0Between 180~530% (0.7~2 times of liquid limit)；
Second step, the soil sample that will be prepared loads in the vallecular cavity of above-mentioned consolidation device, and by consolidation device and is installed to
On loading device, and pressure dial gauge 80 is installed；
3rd step, water is filled in the vallecular cavity of consolidation device, and soil sample is soaked, when pressure dial gauge 80 rotates,
Increase appropriate pressure with loading device immediately, pressure dial gauge 80 is returned to original position；
4th step, when pressure dial gauge 80 keeps original position resilience not to occur in more than 2 hours under certain load, terminates this examination
Test, the consolidation pressure in soil sample is the expansive force of soil sample under the initial aqueous rate.
It is again the one-dimensional expansion characteristics test method of bentonite, the one-dimensional expansion characteristics experiment of bentonite can be divided into two major classes
Type, the first is not consider consolidation pressure, allows soil sample in the case of no-load, is fully expanded after meeting water, and stabilization is expanded in soil sample
After reload compression concretion.
The test method of the first type also utilizes the bentonite consolidation device of above-mentioned Anti-inclining, and method and step is such as
Under：
The first step, prepares the soil sample of different initial aqueous rates, moisture content w0Between 120%~300%；
Second step, after the sample of the different initial aqueous rates that will be prepared loads in the vallecular cavity of consolidation device, in soil sample table
Filter paper and the first porous disc 11 are placed in face, and set up pressure dial gauge 80；
3rd step, to water-filling in the vallecular cavity of consolidation device, and ensures that water energy enough floods soil sample；
4th step, soil sample can be expanded, and the reading of pressure dial gauge 80 is read in timing, and record data is simultaneously processed, when
The daily swell increment of soil sample stops reading less than after 0.02mm, completes experiment.
Second type of the one-dimensional expansion characteristics experiment of bentonite refers to allow soil sample to meet water in the case where there is different loads
Expansion, the test method of the type in this also utilizes the bentonite consolidation device of above-mentioned Anti-inclining, and method and step is as follows：
The first step, prepares soil sample, the initial aqueous rate w of soil sample0It is 157%；
Second step, the sample of the different initial aqueous rates that will be prepared loads in the vallecular cavity of consolidation device, and cutting ring 30 is added
After entering after the vallecular cavity of consolidation device and placing filter paper and the second porous disc 52,
3rd step, consolidation device is installed on loading device, different consolidation pressures is applied in soil sample, respectively
0.5kPa、6.25kPa、12.5kPa、25kPa、50kPa；
4th step, timing is surveyed and reads the reading of pressure dial gauge 80, obtains swell increment.
It is finally compression test method, after above-mentioned soil sample expansion terminates, is tried for the one-dimensional expansion characteristics of the first bentonite
Test, consolidation device is installed on loading device, prepare loading；
For second one-dimensional expansion characteristics experiment of bentonite, directly apply next load.It is to be appreciated that right in order to carry out
Than, another experiment has also been carried out herein, prepare and the one-to-one another set sample of expansion test initial aqueous rate；With it is swollen
Unlike swollen experiment, this group of sample does not allow it to expand after water is met, but is directly further applied load, and the order of load is
0.5kPa, 6.25kPa, 12.5kPa, 25kPa, 50kPa, i.e., under certain grade of load, when soil sample still suffers from expansion, under the time immediately
One-level load.
Compression concretion experiment load mode use loading ratio to be loaded for 1 mode, loading sequence be 6.25kPa,
12.5kPa、25kPa、50kPa、100kPa、200kPa、400kPa、800kPa、1200kPa.Furthermore, it is contemplated that bentonite permeates
Coefficient is far below traditional cohesive soil, therefore, the load time of this every grade of load of experiment does not have 24 specified according to specification
Hour, but one-level load under load after being loaded 48~72 hours according to every grade of load.
It should be noted that the above embodiments are merely illustrative of the technical solutions of the present invention, rather than its limitations, although ginseng
The present invention has been described in detail according to previous embodiment, it will be understood by those within the art that：It still can be with
Technical scheme described in foregoing embodiments is modified, or equivalent is carried out to which part technical characteristic, and
These modifications are replaced, and do not make the spirit and model of the essence disengaging various embodiments of the present invention technical scheme of appropriate technical solution
Enclose.
Claims (9)
1. the bentonite consolidation device of a kind of Anti-inclining, it is characterised in that：Including base (10), it is provided with the base (10)
Cutting ring (30) is provided with oversheath (20), the oversheath (20), is constituted between the cutting ring (30) and base (10) and accommodated
The vallecular cavity of sample, oversheath (20) upper end is provided with upper base plate (40), and the upper base plate (40) is pressed on cutting ring (30)
Upper surface, is provided with the opening that pressure transmission plate (50) is passed through on the upper base plate (40), the pressure transmission plate (50) is through upper base plate
(40) opening enters in vallecular cavity, is fixed as one by fastening bolt (60) between the upper base plate (40) and base (10).
2. the bentonite consolidation device of Anti-inclining according to claim 1, it is characterised in that：Set on the upper base plate (40)
Retainer (70) is equipped with, the upper end of the fastening bolt (60) is provided with the first clamp nut through the upper end of retainer (70)
(61), it is arranged with the first holding pipe on the shaft of the fastening bolt (60) between the retainer (70) and upper base plate (40)
(63), the fastening bolt (60) is provided with the second clamp nut (62), the pressure transmission plate through the shaft of upper base plate (40)
(50) upper face is provided with transmission rod (51), and transmission rod (51) upper end passes through pressure transmission plate (50) and pressure dial gauge (80)
Thimble against the pressure dial gauge (80) is fixed on table bar (81), and pressure dial gauge (80) is on table bar (81)
Height adjustable.
3. the bentonite consolidation device of Anti-inclining according to claim 1 and 2, it is characterised in that：The base (10) with
The lower surface of oversheath (20) is provided with the first sealing ring (91)；Tied with the upper end of oversheath (20) upper end of the cutting ring (30)
The second sealing ring (92) is provided between conjunction face；The upper base plate (40) is provided with the 3rd sealing with the upper surface of oversheath (20)
Circle (93).
4. the bentonite consolidation device of Anti-inclining according to claim 3, it is characterised in that：Set on the base (10)
It is fluted, the first porous disc (11) is provided with the groove, the lower face of the pressure transmission plate (50) is provided with the second porous disc
(52), the upper face of the upper base plate (40) is provided with plastic tube (42), and the lower end of the plastic tube (42) is fixed on upper base plate
(40) upper face, the tube core of plastic tube (42) constitutes the opening that pressure transmission plate (50) is passed through.
5. the bentonite consolidation device of Anti-inclining according to claim 2, it is characterised in that：Table bar (81) shaft is erected
Straight and through retainer (70) and upper base plate (40) upper face is connected, the table between the retainer (70) and upper base plate (40)
The second holding pipe (82) is arranged with bar (81) shaft, is set on the shaft of upper face of the table bar (81) positioned at upper base plate (40)
The 3rd clamp nut (83) is equipped with, linear bearing (71), the shaft of the transmission rod (51) are provided with the retainer (70)
Through linear bearing (71).
6. the bentonite consolidation device of Anti-inclining according to claim 3, it is characterised in that：Set on the base (10)
Have first, second intercommunicating pore (12,13), one end aperture of first, second intercommunicating pore (12,13) respectively with base (10) on
Groove connection, the other end aperture of first intercommunicating pore (12) connects with the air inlet of air bleeding valve (14), second company
The other end aperture of through hole (13) connects with the one end open of triple valve (15), and another end opening of the triple valve (15) is set
There is pressure sensor (16), third connecting hole (41), the one of the third connecting hole (41) are provided with the upper base plate (40)
The open communication of stomidium mouthful and upper base plate (40), the other end aperture of third connecting hole (41) is in communication with the outside.
7. a kind of bentonite inflated power test method, it is characterised in that：The test method make use of such as claim 1 to 7 institute
The bentonite consolidation device of the Anti-inclining stated, in order to understand bentonitic expansive force during different water cut, method and step is as follows：
The first step, prepares the soil sample of different initial aqueous rates, moisture content w0Between 180~530% (0.7~2 times of liquid limit)；
Second step, the soil sample that will be prepared loads in the vallecular cavity of above-mentioned consolidation device, and by consolidation device and is installed to loading
On device, and pressure dial gauge (80) is installed；
3rd step, water is filled in the vallecular cavity of consolidation device, and soil sample is soaked, and when pressure dial gauge (80) rotates, is stood
Increase appropriate pressure with loading device, pressure dial gauge (80) is returned to original position；
4th step, when pressure dial gauge (80) keeps original position resilience not to occur in more than 2 hours under certain load, terminates this examination
Test, the consolidation pressure in soil sample is the expansive force of soil sample under the initial aqueous rate.
8. the one-dimensional expansion characteristics test method of a kind of bentonite, it is characterised in that：The test method make use of such as claim 1
The bentonite consolidation device of the Anti-inclining described in 7, method and step is as follows：
The first step, prepares the soil sample of different initial aqueous rates, moisture content w0Between 120%~300%；
Second step, after the sample of the different initial aqueous rates that will be prepared loads in the vallecular cavity of consolidation device, puts on soil sample surface
Filter paper and the first porous disc (11) are put, and sets up pressure dial gauge (80)；
3rd step, to water-filling in the vallecular cavity of consolidation device, and ensures that water energy enough floods soil sample；
4th step, soil sample can be expanded, and pressure dial gauge (80) reading is read in timing, and record data is simultaneously processed, and works as soil
The daily swell increment of sample stops reading less than after 0.02mm, completes experiment.
9. the one-dimensional expansion characteristics test method of a kind of bentonite, it is characterised in that：The test method make use of such as claim 1
The bentonite consolidation device of the Anti-inclining described in 7, method and step is as follows：
The first step, prepares soil sample, the initial aqueous rate w of soil sample0It is 157%；
Second step, the sample of the different initial aqueous rates that will be prepared loads in the vallecular cavity of consolidation device, and cutting ring (30) is added
After the vallecular cavity of consolidation device and after placing filter paper and the second porous disc (52),
3rd step, consolidation device is installed on loading device, different consolidation pressures is applied in soil sample, respectively
0.5kPa、6.25kPa、12.5kPa、25kPa、50kPa；
4th step, timing is surveyed and reads pressure dial gauge (80) reading, obtains swell increment.
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| CN110196190A (en) * | 2019-05-20 | 2019-09-03 | 芜湖市爱德运输机械有限公司 | The intensity test method of helical blade |
| CN111122322A (en) * | 2019-12-30 | 2020-05-08 | 西安中科贝昂环保科技有限公司 | Soil consolidation test is with detecting structure |
| CN113252550A (en) * | 2021-05-26 | 2021-08-13 | 中国铁路设计集团有限公司 | Roadbed filler compression tester and application method thereof |
| CN114184535A (en) * | 2020-09-14 | 2022-03-15 | 中国科学院金属研究所 | Test device and method for simulating corrosion environments of compacted bentonite with different water contents |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110196190A (en) * | 2019-05-20 | 2019-09-03 | 芜湖市爱德运输机械有限公司 | The intensity test method of helical blade |
| CN110196190B (en) * | 2019-05-20 | 2022-03-08 | 芜湖市爱德运输机械有限公司 | Method for testing compressive strength of helical blade |
| CN111122322A (en) * | 2019-12-30 | 2020-05-08 | 西安中科贝昂环保科技有限公司 | Soil consolidation test is with detecting structure |
| CN114184535A (en) * | 2020-09-14 | 2022-03-15 | 中国科学院金属研究所 | Test device and method for simulating corrosion environments of compacted bentonite with different water contents |
| CN113252550A (en) * | 2021-05-26 | 2021-08-13 | 中国铁路设计集团有限公司 | Roadbed filler compression tester and application method thereof |
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