CN112781945A - Penetration consolidation experimental method capable of controlling conditions through multiple experiments - Google Patents
Penetration consolidation experimental method capable of controlling conditions through multiple experiments Download PDFInfo
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- CN112781945A CN112781945A CN201911063945.7A CN201911063945A CN112781945A CN 112781945 A CN112781945 A CN 112781945A CN 201911063945 A CN201911063945 A CN 201911063945A CN 112781945 A CN112781945 A CN 112781945A
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- 238000007596 consolidation process Methods 0.000 title claims abstract description 41
- 238000002474 experimental method Methods 0.000 title claims abstract description 30
- 230000035515 penetration Effects 0.000 title claims abstract description 18
- 239000002689 soil Substances 0.000 claims abstract description 93
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 59
- 239000004575 stone Substances 0.000 claims abstract description 47
- 238000005520 cutting process Methods 0.000 claims abstract description 21
- 238000003860 storage Methods 0.000 claims abstract description 16
- 238000006073 displacement reaction Methods 0.000 claims abstract description 10
- 229920001971 elastomer Polymers 0.000 claims abstract description 10
- 238000003825 pressing Methods 0.000 claims abstract description 6
- 238000012360 testing method Methods 0.000 claims description 55
- 239000011148 porous material Substances 0.000 claims description 21
- 230000035699 permeability Effects 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 10
- 230000008859 change Effects 0.000 claims description 9
- 230000006835 compression Effects 0.000 claims description 9
- 238000007906 compression Methods 0.000 claims description 9
- 238000009966 trimming Methods 0.000 claims description 8
- 239000012535 impurity Substances 0.000 claims description 6
- 230000005484 gravity Effects 0.000 claims description 4
- 239000002245 particle Substances 0.000 claims description 4
- 229920006395 saturated elastomer Polymers 0.000 claims description 4
- 239000004519 grease Substances 0.000 claims description 3
- 238000006243 chemical reaction Methods 0.000 abstract description 2
- 230000008569 process Effects 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 2
- 235000014121 butter Nutrition 0.000 description 2
- 239000010419 fine particle Substances 0.000 description 2
- 238000010998 test method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000008187 granular material Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000005527 soil sampling Methods 0.000 description 1
- 230000000007 visual effect Effects 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
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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
- 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
- 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
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
-
- 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
- G01N2001/2873—Cutting or cleaving
-
- 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
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0676—Force, weight, load, energy, speed or acceleration
-
- 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
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0682—Spatial dimension, e.g. length, area, angle
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- Chemical & Material Sciences (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Dispersion Chemistry (AREA)
- Fluid Mechanics (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a penetration consolidation experimental method capable of controlling conditions under multiple experiments, which comprises the following steps of firstly providing a cutting ring to prepare a soil sample; then sequentially placing lower permeable stones and lower filter paper at the bottom of the experimental device, pressing and embedding a lower retaining ring in the lower permeable stones and the lower filter paper, placing a prepared soil sample, adding a retaining ring, placing upper filter paper and upper permeable stones on the upper part of the soil sample, sleeving a rubber ring and then installing the rubber ring on the retaining ring, installing a displacement meter guide rod on the top of a piston, placing the installed experimental device on a pressurizing frame, aligning the installed experimental device to the center of the pressurizing frame, installing a percentage table, connecting the upper permeable stones with a water storage cup through a collecting pipe, and connecting the lower permeable stones with the pressurizing device and the water storage cup through connecting pipes respectively; consolidation and permeation experiments were performed separately. The invention solves the problems of the prior art that the soil sample conversion instrument is made for many times, the experimental conditions are single, the water discharge volume is inaccurate, and the like.
Description
Technical Field
The invention belongs to the technical field of soil mechanics test devices, and particularly relates to a penetration consolidation test method capable of controlling conditions in multiple tests.
Background
In the prior art, main instruments for performing a soil sample permeability test are a constant head permeameter in a constant head permeability test and a variable head permeameter in a variable head permeability test, which are described in geotechnical test method standard. The above-mentioned apparatus can only perform a simple penetration test, but cannot apply a quantitative and uniform consolidation pressure, so that it is difficult to obtain a pore ratio accurately, resulting in inaccurate test data. In the prior art, an instrument for performing a consolidation test is a compression tester, a weight type or a lever type is generally adopted under a pressurizing condition, the instrument only performs partial compression characteristics of a single soil sample under a double-sided drainage condition, the drainage condition cannot be controlled to obtain accurate drainage, visual and continuous objective observation data do not represent pore water pressure change in an experimental process, and internal filter paper and permeable stones are not tightly embedded. In addition, in engineering application, the permeability characteristic and the consolidation characteristic of soil are often required to be applied simultaneously, but the existing permeability experiment device can only test the permeability characteristic, and the existing consolidation device can only test part of the consolidation characteristic, so that the consolidation characteristic of a soil sample test needs to be manufactured for the second time, and the experiment complexity is increased.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a penetration consolidation experimental method capable of controlling conditions under multiple experiments aiming at the defects in the prior art, and solve the problems of complexity in manufacturing a soil sample conversion instrument for multiple times, single experimental condition, inaccurate drainage volume and the like in the prior art.
The invention adopts the following technical scheme:
a penetration consolidation experimental method capable of controlling conditions in multiple experiments comprises the following steps:
s1, cutting an undisturbed soil sample by using a cutting ring, keeping the compression direction of a soil layer consistent with that of a natural soil layer, trimming the soil sample into a soil column larger than the cutting ring after removing impurities, trimming residual soil at the upper end and the lower end, and then trimming the surfaces of the two ends of the soil sample to prepare the soil sample;
s2, sequentially placing a lower permeable stone and lower filter paper at the bottom of the experimental device, pressing and embedding a lower retaining ring in the lower permeable stone and the lower filter paper, placing the soil sample prepared in the step S1, adding the retaining ring, placing upper filter paper and upper permeable stone on the upper part of the soil sample, sleeving a rubber ring and then installing the rubber ring on the retaining ring, installing a displacement meter guide rod on the top of a piston, placing the installed experimental device on a pressurizing frame, aligning to the center of the pressurizing frame, installing a percentage meter, connecting the upper permeable stone with a water storage cup through a collecting pipe, and connecting the lower permeable stone with a hydraulic device and the water storage cup through connecting pipes respectively;
and S3, respectively carrying out a consolidation test and a penetration test.
Specifically, the elongatable distance of the percentage scale in step S2 is not greater than 8 mm.
Specifically, in step S2, the piston is a cap-type pressurizing piston, and grease is provided on the piston wall of the piston.
Specifically, in step S2, the lower permeable stone is provided with a plurality of grooves for draining water during the experiment.
Specifically, in step S2, a three-way valve is provided between the connection conduit and the pore pressure device and the water storage cup.
Specifically, the consolidation test in step S3 specifically includes:
s301, if a consolidation test of single-sided drainage is carried out, closing a three-way valve arranged between the connecting conduit and the pore pressure device and the water storage cup, and if double-sided drainage is carried out, opening the three-way valve arranged between the connecting conduit and the pore pressure device and the water storage cup;
s302, loading and recording loads Pi in stages according to the test requirements of the soil sample, starting a stopwatch while loading, recording the meter reading according to the time sequence after loading, selecting 10-15 minutes as a first stage, and then recording the reading Hi of the corresponding dial indicator to fill the meter;
s303, observing and recording the change data of the pore water pressure of the pore pressure device; observing the change rule of pore water pressure in a seepage consolidation test;
s304, calculating a compression characteristic index of the soil sample according to the density rho, the specific gravity Gs, the porosity ratio e0 before the test, the net height hs of particles and the height h0 of the soil sample before the test;
and S305, obtaining a comparison relation between the permeability characteristic of the soil sample under the condition of external load and the consolidation characteristic under the same load according to the data.
Specifically, in step S3, the permeation test specifically includes:
during the test, a saturated soil sample with the soil sample cross section of A and the height of h0 is connected with a water tap by a collecting pipe, so that water flows through the soil sample from top to bottom and is discharged from the lower part through a connecting conduit;
and after the distance difference delta h between the upper permeable stone and the lower permeable stone and the seepage flow Q of the lower water outlet are stable, reading the volume V of the water outlet after the time t, and further obtaining the permeability coefficient k.
Compared with the prior art, the invention has at least the following beneficial effects:
the invention relates to a penetration consolidation experimental method capable of controlling conditions by multiple experiments, which comprises the steps of firstly selecting a reasonable cutting ring, cutting an undisturbed soil sample with a downward cutting edge, wherein the pressed direction of a soil layer is consistent with the pressed direction of a natural soil layer, observing the level, color, impurity and the like of the soil sample, taking out the soil sample when impurities exist, filling the gap with surplus soil, carefully performing edge pressing and cutting, carefully avoiding the eccentric penetration of the cutting ring into the soil, trimming the soil sample into a soil column slightly larger than the cutting ring until the sample protrudes out of the cutting ring, trimming the surplus soil at the upper end and the lower end, flattening the surfaces at the two ends of the sample, wiping the outer wall of the cutting ring, then installing the experimental device, and respectively performing a consolidation experiment and a penetration experiment, thereby being capable of observing the pore water pressure change rule and the accurate water yield of the consolidation experiment.
Furthermore, a cap-shaped pressurizing piston is adopted to improve the tightness, an O-shaped rubber ring is added between the piston and the integral consolidation container, and the wall of the piston is coated with butter to increase the tightness and ensure that water cannot seep out from the position.
Furthermore, the lower part of the permeable stone has good tabling performance with the filter paper, so that the permeable stone is prevented from being blocked by tiny particles under the condition of no filter paper or poor tabling performance.
Furthermore, according to different experimental conditions, the drainage conditions can be controlled through the three-way valve at the lower part, and the experimental operation is simple.
The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
FIG. 1 is a schematic structural diagram of an experimental apparatus according to the present invention.
Wherein: 1. a collection pipe; 2. a water storage cup; 3. connecting a conduit; 41. an upper permeable stone; 42. a lower permeable stone; 51. upper filter paper; 52. lower filter paper; 6. a lower guard ring; 7. soil sampling; 8. a piston; 9. a displacement meter guide rod; 10. a displacement gauge stand; 11. protecting the ring; 12. a rubber ring; 13. and a three-way valve.
Detailed Description
The invention relates to a penetration consolidation experimental method capable of controlling conditions in multiple experiments, which comprises the following steps:
s1, preparing a soil sample
Selecting a reasonable cutting ring, cutting a cutter edge downwards when an original soil sample is cut, enabling the pressed direction of a soil layer to be consistent with the pressed direction of a natural soil layer, observing the layer, color, impurity and the like of the soil sample, taking out the soil sample when impurities exist, filling the gap with residual soil, carefully pressing the edge of the soil sample, avoiding the eccentric penetration of the cutting ring, repairing the soil sample into a soil column slightly larger than the cutting ring until the soil sample protrudes out of the cutting ring, then repairing the residual soil at the upper end and the lower end, then flattening the surfaces of the two ends of the soil sample, and wiping the outer wall of the cutting ring;
s2, installing soil sample and instrument
S201, adding lower filter paper 52 to the lower permeable stone 42 with the shallow groove and then placing the lower permeable stone at the bottom of the device;
s202, pressing and fitting the lower retaining ring 6 on the lower permeable stone 42 and the lower filter paper 52;
s203, placing the soil sample prepared in the first step at the position of the soil sample 7, wherein the knife edge faces downwards;
s204, then adding a guard ring 11 to meet the side limit condition of the test piece;
s205, placing upper filter paper 41 and an upper permeable stone 51 on the upper part of a test piece, adding a cap-shaped piston and a displacement meter guide rod 9, adding an O-shaped rubber ring 12 between the piston and an integral consolidation container, and smearing grease on the wall of the piston in the experimental process;
s206, connecting a connecting conduit for connecting the upper part and the lower part;
s207, placing the assembled consolidation container on a pressurizing frame, aligning the consolidation container with the center of the pressurizing frame, installing a dial indicator, adjusting the extensible distance of the dial indicator to be not more than 8mm, and then checking whether the dial indicator is sensitive and vertical so that the long needle of the dial indicator is aligned to the '0' shape and the short needle is aligned to the middle of the scale (attention is paid to the fact that the movable rod of the dial indicator is lifted to the upper part and then is adjusted to '0').
S3, carrying out consolidation and penetration test
The consolidation test specifically comprises:
s301, if the consolidation test of single-sided drainage is carried out, the three-way valve is closed, and if the consolidation test of double-sided drainage is carried out, the three-way valve is opened.
And S302, loading in stages and recording the load Pi according to the test requirements of the soil sample, starting a stopwatch while loading, and recording the reading of the stopwatch. According to SD128-84 geotechnical test regulation, the reading of the dial indicator is recorded according to the time sequence after loading, the reading can be selected to be 10-15 minutes first grade in the teaching test due to the time limitation, and the reading Hi of the corresponding dial indicator is recorded and filled in the table
S303, observing and recording the change data of the pore water pressure of the pore pressure device, thereby observing the change rule of the pore water pressure in the seepage consolidation test
S304, calculating the compression characteristic index of the soil sample:
the density rho, the specific gravity Gs, the porosity ratio e0 before the test, the net height hs of the particles and the soil sample height h0 before the test are obtained through specific gravity and density tests and the like before the test;
deformation of a soil sample under a certain level of load: Δ Hi — Hi-H0 (dial indicator final reading minus dial indicator initial reading at a certain level of load);
void ratio reduction amount: Δ ei ═ Σ Δ hi/hs;
pore ratio at various stage pressures: ei-e 0- Δ ei;
compression factor: ai ═ ei-e (i +1) ]/[ p (i +1) -pi ];
compression modulus: es ═ 1+ e 1)/ai;
the penetration experiment specifically comprises the following steps:
during the test, the cross section of the soil sample is A, the height of the saturated soil sample is h0, the end part of the original connecting and collecting water pipe at the upper part is connected with a water tap, so that water flows through the soil sample from top to bottom and is discharged from a water outlet at the lower part;
after a water head difference delta h (namely the distance from an upper permeable stone to a lower permeable stone) and an exudation flow Q (exudation flow of a lower water outlet) are stable, reading out the volume V of the water outlet after a certain time t, and then changing V to Q to T to V to A to T;
according to darcy's law, v ═ k × i, then: v ═ k ([ delta ] h/h0) × a × t; thereby obtaining the permeability coefficient
k＝q*L/A*△h＝Q*h0/A*△h*。
The comparison relationship between the permeability characteristic of the soil sample under the condition of external load and the consolidation characteristic under the same load condition
During the test, the saturated soil sample with the soil sample cross section of A and the height of h0 is connected with a water tap by using the end part of the original connecting and collecting water pipe on the upper part, so that water flows through the soil sample from top to bottom and is discharged from the water outlet on the lower part. After the water head difference delta h (namely the distance from the upper permeable stone to the lower permeable stone) and the seepage flow Q (seepage flow of the lower water outlet) are stable, reading the water quantity V flowing through the soil sample within a certain time t; according to the soil sample test requirements, the load Pi is loaded in a grading way and recorded, the stopwatch is started while the load is loaded, and the reading of the stopwatch is recorded. According to SD128-84 geotechnical test regulations, recording the meter reading in time sequence after loading, selecting 10-15 minutes for one grade in the teaching test due to time limitation, and then recording the reading Hi of the corresponding dial indicator; and then, arranging the data according to the data arranging process, thereby obtaining the comparison relationship between the permeability characteristic of the soil sample under the condition of external load and the consolidation characteristic under the same load.
Referring to fig. 1, the experimental apparatus used in the penetration consolidation experimental method with multiple experimental control conditions of the present invention comprises a soil sample 7 for testing, the soil sample 7 is disposed inside a guard ring 11, the guard ring 11 is used for lateral guard ring to guarantee lateral limit conditions of the test, a piston 8 is disposed on the upper portion of the guard ring 11, the piston 8 is connected with the guard ring 11 through a rubber ring 12 with an O-shaped structure, a displacement meter guide rod 9 is disposed on the upper portion of the piston 8, a displacement meter frame 10 is disposed on the top of the displacement meter guide rod 9 in a hanging manner, a dial indicator is added in the displacement meter frame for measuring deformation of the soil sample in the experiment, an upper permeable stone 41 and an upper filter paper 51 are sequentially disposed between the piston 8 and the soil sample 7, a lower guard ring 6 is disposed on the lower portion of the guard ring 11, a lower filter paper 52 is disposed in the lower guard ring 6, the lower filter paper 52 is disposed on the lower portion of the soil sample 7, a lower permeable stone 42 is disposed, the water storage cup is used for draining water in an experiment, one end of the connecting conduit 3 is connected with the lower permeable stone 42, the other end of the connecting conduit is connected with the three-way valve 13, and the remaining two ends of the three-way valve 13 are respectively connected with the pore water pressure device and the water storage cup 2, so that the pore water pressure change rule and the accurate water yield of a consolidation test can be observed.
Upper portion permeable stone 41 and upper portion filter paper 51 are arranged in making the water in the experiment discharge smoothly, for preventing the tiny granule of soil sample from blockking up the permeable stone and add the filter paper, set up collecting pipe 1 between piston 8 and upper portion permeable stone 41, collecting pipe 1's one end is connected with upper portion permeable stone 41, the other end is connected with the storage cup 2 that has the scale, so that lead out the water that soil sample got rid of at pressurized in-process, can measure discharged water yield immediately, this connecting pipe is the water service pipe under permeation test's condition.
The filter paper is added for preventing fine particles of the soil sample from blocking the permeable stone, the permeable stone 4 at the lower part is changed into a groove, and the test device is assembled by the lower filter paper 52, the lower permeable stone 42 and the lower guard ring 6 in sequence for increasing the tabling property of the test device and avoiding the influence of the fine particles of the soil sample on blocking the drainage stone and the use of the permeable stone due to the poor tabling property of the filter paper and the permeable stone.
The above-mentioned contents are only for illustrating the technical idea of the present invention, and the protection scope of the present invention is not limited thereby, and any modification made on the basis of the technical idea of the present invention falls within the protection scope of the claims of the present invention.
Claims (7)
1. A penetration consolidation experimental method capable of controlling conditions in multiple experiments is characterized by comprising the following steps:
s1, cutting an undisturbed soil sample by using a cutting ring, keeping the compression direction of a soil layer consistent with that of a natural soil layer, trimming the soil sample into a soil column larger than the cutting ring after removing impurities, trimming residual soil at the upper end and the lower end, and then trimming the surfaces of the two ends of the soil sample to prepare the soil sample;
s2, sequentially placing a lower permeable stone and lower filter paper at the bottom of the experimental device, pressing and embedding a lower retaining ring in the lower permeable stone and the lower filter paper, placing the soil sample prepared in the step S1, adding the retaining ring, placing upper filter paper and upper permeable stone on the upper part of the soil sample, sleeving a rubber ring and then installing the rubber ring on the retaining ring, installing a displacement meter guide rod on the top of a piston, placing the installed experimental device on a pressurizing frame, aligning to the center of the pressurizing frame, installing a percentage meter, connecting the upper permeable stone with a water storage cup through a collecting pipe, and connecting the lower permeable stone with a hydraulic device and the water storage cup through connecting pipes respectively;
and S3, respectively carrying out a consolidation test and a penetration test.
2. The method of claim 1, wherein the percent scale of extensibility in step S2 is not greater than 8 mm.
3. The method of claim 1, wherein in step S2, the piston is a cap-type pressurized piston and grease is provided on a piston wall of the piston.
4. The method as claimed in claim 1, wherein in step S2, the lower permeable stone is provided with a plurality of grooves for draining water during experiment.
5. The method as claimed in claim 1, wherein a three-way valve is provided between the connection pipe and the pore pressure device and the water storage cup at step S2.
6. The method according to claim 1, wherein the consolidation test in step S3 is specifically:
s301, if a consolidation test of single-sided drainage is carried out, closing a three-way valve arranged between the connecting conduit and the pore pressure device and the water storage cup, and if double-sided drainage is carried out, opening the three-way valve arranged between the connecting conduit and the pore pressure device and the water storage cup;
s302, loading and recording loads Pi in stages according to the test requirements of the soil sample, starting a stopwatch while loading, recording the meter reading according to the time sequence after loading, selecting 10-15 minutes as a first stage, and then recording the reading Hi of the corresponding dial indicator to fill the meter;
s303, observing and recording the change data of the pore water pressure of the pore pressure device; observing the change rule of pore water pressure in a seepage consolidation test;
s304, calculating a compression characteristic index of the soil sample according to the density rho, the specific gravity Gs, the porosity ratio e0 before the test, the net height hs of particles and the height h0 of the soil sample before the test;
and S305, obtaining a comparison relation between the permeability characteristic of the soil sample under the condition of external load and the consolidation characteristic under the same load according to the data.
7. The method according to claim 1, wherein in step S3, the permeation experiment specifically comprises:
during the test, a saturated soil sample with the soil sample cross section of A and the height of h0 is connected with a water tap by a collecting pipe, so that water flows through the soil sample from top to bottom and is discharged from the lower part through a connecting conduit;
and after the distance difference delta h between the upper permeable stone and the lower permeable stone and the seepage flow Q of the lower water outlet are stable, reading the volume V of the water outlet after the time t, and further obtaining the permeability coefficient k.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201911063945.7A CN112781945A (en) | 2019-11-04 | 2019-11-04 | Penetration consolidation experimental method capable of controlling conditions through multiple experiments |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201911063945.7A CN112781945A (en) | 2019-11-04 | 2019-11-04 | Penetration consolidation experimental method capable of controlling conditions through multiple experiments |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114018700A (en) * | 2021-10-26 | 2022-02-08 | 中国电力工程顾问集团华北电力设计院有限公司 | Large-scale soil-rock mixed soil sample indoor compression instrument and filling deformation and stability calculation method |
| CN114624081A (en) * | 2022-03-11 | 2022-06-14 | 中国科学院武汉岩土力学研究所 | Test method and device for testing influence of iron oxide on yield stress of cohesive soil |
-
2019
- 2019-11-04 CN CN201911063945.7A patent/CN112781945A/en not_active Withdrawn
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114018700A (en) * | 2021-10-26 | 2022-02-08 | 中国电力工程顾问集团华北电力设计院有限公司 | Large-scale soil-rock mixed soil sample indoor compression instrument and filling deformation and stability calculation method |
| CN114624081A (en) * | 2022-03-11 | 2022-06-14 | 中国科学院武汉岩土力学研究所 | Test method and device for testing influence of iron oxide on yield stress of cohesive soil |
| CN114624081B (en) * | 2022-03-11 | 2024-05-10 | 中国科学院武汉岩土力学研究所 | Test method and device for testing influence of ferric oxide on yield stress of cohesive soil |
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Application publication date: 20210511 |