CN111089832A - Expansive soil expansion rate and expansive force test method - Google Patents
Expansive soil expansion rate and expansive force test method Download PDFInfo
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- CN111089832A CN111089832A CN201811235830.7A CN201811235830A CN111089832A CN 111089832 A CN111089832 A CN 111089832A CN 201811235830 A CN201811235830 A CN 201811235830A CN 111089832 A CN111089832 A CN 111089832A
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- 239000002689 soil Substances 0.000 title claims abstract description 140
- 238000010998 test method Methods 0.000 title claims description 26
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 26
- 238000012360 testing method Methods 0.000 claims abstract description 25
- 238000007596 consolidation process Methods 0.000 claims abstract description 17
- 238000007906 compression Methods 0.000 claims abstract description 8
- 230000008961 swelling Effects 0.000 claims description 15
- 230000006835 compression Effects 0.000 claims description 7
- 230000008595 infiltration Effects 0.000 claims description 7
- 238000001764 infiltration Methods 0.000 claims description 7
- 238000003825 pressing Methods 0.000 claims description 7
- 230000003204 osmotic effect Effects 0.000 claims description 3
- 238000003556 assay Methods 0.000 claims 2
- 230000006641 stabilisation Effects 0.000 claims 1
- 238000011105 stabilization Methods 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 9
- 238000010276 construction Methods 0.000 description 8
- 238000002791 soaking Methods 0.000 description 5
- 230000000052 comparative effect Effects 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 238000005070 sampling Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 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
- G01N19/00—Investigating materials by mechanical methods
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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
- 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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Abstract
The invention discloses a method for testing the expansion rate and the expansion force of expansive soil, which comprises the following steps: step A: cutting sample soil and recording initial height h of the sample soil0(ii) a And B, step: placing the sample soil into a consolidation apparatus, applying contact pressure, and recording the reading z of a dial indicator of the consolidation apparatus0(ii) a C, step C: injecting water into the consolidation apparatus from bottom to top, and making the water level higher than the upper surface of the sample soil; d, step: a compressometer is used to apply a pressure P to the sample soil and the reading z of the dial indicator is recorded when the sample soil is stabilized by compressionp(ii) a E, step E: recording the deformation value z of the compressorcp(ii) a And F, step: calculating the expansion rate of the sample soil
G, step: adjusting the magnitude of the pressure PAnd repeating steps D, E and F to calculate an expansion ratio delta for each of the plurality of pressures Pepi(ii) a And H, step: an expansion rate δ corresponding to each of the plurality of pressures P respectively with the plurality of pressures P as abscissaepiA pressure-expansion rate curve is plotted for the ordinate to obtain the expansive force of the sample soil.
Description
Technical Field
The invention relates to a method for testing the expansion rate and the expansion force of expansive soil, in particular to a method for testing the expansion rate and the expansion force of the expansive soil under the condition of construction in rainy season.
Background
The expansion rate is an important parameter in the calculation of the expansion and contraction deformation of the expansive soil, and the test result directly influences the accuracy of the structural design of the expansive soil area. Because the expansion rate test related in the current specification is carried out on the premise of non-rainy season construction or no soaking of the expansive soil, and the expansion rate of the expansive soil before and after soaking is greatly changed, the expansion rate obtained by the test method related in the current specification is not in accordance with the actual construction condition. Therefore, an expansion rate test method suitable for the working condition of construction in rainy season is urgently needed to meet the engineering requirement.
Disclosure of Invention
In order to solve the technical problems, the invention provides a method for testing the expansion rate and the expansion force of expansive soil, which comprises the following steps:
step A: cutting sample soil and recording initial height h of the sample soil0；
And B, step: placing the sample soil into a consolidation apparatus, applying contact pressure, and recording the reading z of a dial indicator of the consolidation apparatus0；
C, step C: injecting water into the consolidometer from bottom to top to enable the water surface to be higher than the upper surface of the sample soil, and measuring the real-time height h of the sample soil;
d, step: applying pressure P to the sample soil by using a compression instrument when the real-time height h stops changing, and compressing and stabilizing the sample soil when the sample soil is compressed and stabilizedReading z of time recording dial indicatorp；
E, step E: unloading the compressor and recording the deformation value z of the compressorcp；
And F, step: calculating the expansion rate delta of the sample soil under the pressure PepiWherein
G, step: adjusting the magnitude of the pressure P and repeating steps D, E and F to calculate an expansion ratio delta for each of the plurality of pressures Pepi(ii) a And
and H, step (2): an expansion rate δ corresponding to each of the plurality of pressures P respectively with the plurality of pressures P as abscissaepiA pressure-expansion rate curve is plotted for the ordinate to obtain the expansive force of the sample soil.
In one embodiment of the present invention, the step a includes the steps of:
step A1: cutting sample soil by using a cutting ring; and
step A2: and (3) flattening the upper surface and the lower surface of the sample soil in the cutting ring by using a soil pusher, and wiping the outer wall of the cutting ring clean.
In one embodiment of the invention, the cross-sectional area of the radial section of the cutting ring is 3000mm2Or 5000mm2The height of the cutting ring is 25 mm.
In one embodiment of the present invention, the diameter of the dozer is smaller than the diameter of the radial section of the cutting ring, and the height of the dozer is 5mm, the initial height h of the sample soil0Is 20 mm.
In one embodiment of the present invention, the step B includes the steps of:
b1: sleeving an infiltration ring on the periphery of a first permeable plate, placing the infiltration ring and the first permeable plate at the bottom of a consolidation apparatus, and placing first filter paper on the upper surface of the first permeable plate;
b2: pressing a cutting ring with sample soil into the osmotic ring, and placing second filter paper on the upper surface of the sample soil;
b3: stacking a second permeable plate on the upper surface of the second filter paper;
b4: a pressurizing cover is stacked on the upper surface of the second porous plate and is respectively connected with the compression instrument and the dial indicator; and
b5: applying contact pressure to the sample soil by a compressor to bring the first porous plate, the first filter paper, the sample soil, the second filter paper, the second porous plate and the pressurizing cover into contact with each other, and recording the reading z of the dial indicator0Preferably, the contact pressure is 1kPa to 2 kPa.
In one embodiment of the present invention, in step C, the height of the water level above the upper surface of the sample soil is more than 5 mm.
In one embodiment of the invention, in the step D, the reading of the dial indicator is recorded by taking the time T as a period, and when the difference between the readings of the dial indicator in two continuous recording periods is less than 0.01mm, the reading of the dial indicator is recorded to be used as the reading z of the dial indicator when the soil of the sample is stably compressedpPreferably, the recording period T is 2 hours.
In one embodiment of the invention, in the step G, the plurality of pressures P are graded pressures, the plurality of pressures P are graded according to the maximum pressure during the test, and the plurality of pressures P are applied to the sample soil in a step-by-step manner in the order from small to large.
In one embodiment of the invention, when the maximum pressure is greater than 150kPa, the pressure P is adjusted on the order of 50 kPa; and adjusting the pressure P on a 25kPa level when the maximum pressure is less than 150 kPa.
In one embodiment of the present invention, in the step G, when the real-time height h ═ h0When the pressure is adjusted, the adjustment of the pressure P is stopped.
The method for testing the expansion rate and the expansion force of the expansive soil can more accurately test the expansion rate and the expansion force of the expansive soil soaked by water, is suitable for construction in rainy season, and ensures the safety of engineering.
Drawings
FIG. 1 is a graph of pressure versus expansion curves measured using the disclosed expansive soil expansion and expansive force test methods; and
fig. 2 is a graph of pressure versus expansion curves measured using conventional expansive soil expansion and expansive force test methods.
Detailed Description
The swelling rate and swelling force test method of the swelling soil according to the present invention will be further described with reference to the accompanying drawings, which illustrate illustrative, non-limiting examples of the present invention in detail.
The invention discloses a method for testing the expansion rate and the expansion force of expansive soil.
Step A: cutting sample soil and recording initial height h of the sample soil0. The test equipment used in the step A comprises a cutting ring and a soil pusher. Firstly, pressing a cutting ring into a soil sample; and after the whole cutting ring is pressed into the soil sample, taking out the cutting ring, flattening the upper surface and the lower surface of the soil sample in the cutting ring by using a soil pusher, and wiping the outer wall of the cutting ring clean. In order to fit with a consolidometer used during the test, a cutting ring used in an exemplary embodiment of the invention has a radial cross-section with a cross-sectional area of 3000mm2Or 5000mm2And the height of the cutting ring is 25 mm. In one embodiment, the diameter of the bulldozer is less than the diameter of the radial cross-section of the ring cutter, and the height of the bulldozer is 5 mm. Thus, when the height of the cutting ring is 25mm and the height of the soil pusher is 5mm, the initial height h of the sample soil is obtained0Is 20 mm. However, it should be understood by those skilled in the art that the sectional area and height of the cutting ring and the height of the bulldozer are all selectable variables, and those skilled in the art can select the matched size according to different test equipment.
And B, step: placing the sample soil into a consolidation apparatus, applying contact pressure, and recording the reading z of a dial indicator of the consolidation apparatus0. The test equipment used in the step B comprises an infiltration ring, a permeable plate, filter paper, a cutting ring, a pressure-applying cover, a compressor and a dial indicator. The process of placing the sample soil into the consolidation apparatus is as follows: firstly, sleeving an infiltration ring on the periphery of a first porous plate, and placing the infiltration ring and the first porous plate at the bottom of a consolidation apparatus; placing first filter paper on the upper surface of the first water permeable plate; pressing a cutting ring with sample soil into the osmotic ring, and placing a second filter paper on the upper surface of the sample soil(ii) a Stacking a second permeable plate on the upper surface of the second filter paper; a pressurizing cover is stacked on the upper surface of the second porous plate and is respectively connected with the compression instrument and the dial indicator; applying contact pressure to the sample soil by a compressor to bring the first porous plate, the first filter paper, the sample soil, the second filter paper, the second porous plate and the pressurizing cover into contact with each other, and recording the reading z of the dial indicator0. In one embodiment, the contact pressure is 2 kPa.
C, step C: and injecting water into the consolidation apparatus from bottom to top, wherein the water level is higher than the upper surface of the sample soil. And C, injecting water into the sample soil from top to bottom, enabling the water level to be higher than the upper surface of the sample soil by more than 5mm, and soaking the sample soil in water to expand so as to simulate the expansive soil condition of a construction site in rainy season construction. And simultaneously, measuring the real-time height h of the sample soil.
D, step: applying pressure P to the sample soil by using a compressor when the real-time height h of the sample soil stops changing, and recording the reading z of the dial indicator when the sample soil is stably compressedp. In the step D, when the real-time height h of the soil sample stops changing, the soil sample reaches the maximum expansion amount after being soaked in water, the expansion value is not increased any more, and the soil sample is expanded stably at the moment, so that pressure can be applied to the soil sample. In addition, the reading of the dial indicator is recorded by taking the time T as a period, and when the difference value of the reading of the dial indicator in two continuous recording periods is less than 0.01mm, the reading of the dial indicator at the moment is recorded as the reading z of the dial indicator when the soil of the sample is stably compressedp. In one embodiment of the invention, the recording period T is 2 hours.
E, step E: unloading the compressor and recording the deformation value z of the compressorcp。
And F, step: calculating the expansion rate delta of the sample soil under the pressure PepiWherein
G, step: adjusting the magnitude of the pressure P and repeating steps D, E and F to calculate an expansion ratio delta for each of the plurality of pressures Pepi. In one embodiment of the invention, the plurality of pressures P are staged pressures, andand the grading method of the grading pressure is based on the maximum pressure in the test process, wherein the maximum pressure is the estimated expansive force of the test sample soil. For example, when the maximum pressure is 150kPa, the classification may be performed at 50kPa, i.e., the steps D, E and F are repeated at pressures P of 50kPa, 100kPa, 150kPa, 200kPa, etc., respectively; when the maximum pressure is less than 150kPa, the classification is carried out at 25kPa, i.e., the D step, the E step and the F step are repeated at pressures P of 25kPa, 50kPa, 75kPa, 100kPa, etc., respectively. In one embodiment, when the expansive deformation of the sample soil is 0 and the compressive deformation starts to occur, i.e., the real-time height h of the sample soil is equal to the initial height h of the sample soil0When this occurs, the adjustment of the magnitude of the pressure P is stopped, i.e. the application of a greater pressure is terminated.
And H, step (2): an expansion rate δ corresponding to each of the plurality of pressures P respectively with the plurality of pressures P as abscissaepiAnd drawing a pressure-expansion rate relation curve chart for the ordinate, wherein the intersection point of the curve chart and the abscissa is the expansion force of the sample soil.
The expansion rate and the expansion force of the expansive soil soaked by water are respectively tested by the test method disclosed by the invention and the traditional test method, so that the test of the expansion rate and the expansion force of the soaked expansive soil by the test method disclosed by the invention has higher accuracy.
Taking 3 groups of 6 sample soils in total from the foundation pit soaked in rainwater, carrying out expansibility comparison tests of two test methods, wherein the sampling depth is 4.6m below the ground, soil is taken from the side wall of the foundation pit by grooving, and the sectional areas of the 6 groups of sample soils are 5000mm2And a height of 20 mm.
The expansion rate and the expansion force of the sample soil No. 1, No. 2 and No. 3 are respectively tested by using the expansion rate and the expansion force test method of the expansive soil disclosed by the invention.
Placing the sample soil into a consolidation apparatus, applying a contact pressure of 2kPa, and recording the reading z of a dial indicator of the consolidation apparatus0(ii) a Injecting water into the consolidation apparatus from bottom to top, and enabling the water level to be 5mm higher than the upper surface of the sample soil; the sample soil was pressurized with 12.5kPa using a compression gauge and the index z of the sample soil as stabilized by compression was recorded separatelyp(ii) a Compression instrumentUnloading and recording the deformation value z of the compressorcp(ii) a By the formula
The swelling ratio of the sample soil at a pressure of 12.5kPa, where h is0Is 20 mm; the swelling ratios of the sample soils were measured at 25kPa, 50kPa, 100kPa, 150kPa, 200kPa, 250kPa, 300kPa, 350kPa, 400kPa, 450kPa, 500kPa, 550kPa, 600kPa, 650kPa, 700kPa, and 750kPa, respectively, by adjusting the pressures applied to the sample soils, and the swelling ratios of the sample soils under different pressures are shown in Table 2.
Table 2: the expansion rate and the expansion force of the sample soil under different pressures are obtained by testing the expansion rate and the expansion force test method of the expansive soil disclosed by the invention
A pressure-expansion rate curve (as shown in fig. 1) is plotted with the plurality of pressures as abscissa and the expansion rate corresponding to each of the plurality of pressures as ordinate, and the intersection point of the curve and the abscissa is the expansion force of the corresponding sample soil.
As is clear from FIG. 1, the expansive force of the soil sample No. 1 was 750kPa, that of the soil sample No. 2 was 390kPa, and that of the soil sample No. 3 was 475 kPa.
The swelling rates and swelling forces of the sample soils 1, 2 and 3 were measured using the conventional swelling rate and swelling force test methods for swelling soils.
Putting the sample soil into a consolidation apparatus; applying a contact pressure of 2kPa and recording the initial reading of the dial indicator; applying a vertical pressure of 12.5kPa within 2 minutes, recording dial indicator readings every 1 hour, and determining that the settlement is stable when the difference between the readings does not exceed 0.01 mm; injecting water into the sample soil from bottom to top to enable the water level to be 5mm higher than the upper surface of the sample soil, and keeping the water level until the test is finished; after soaking, recording the reading of the dial indicator every 2 hours, considering that the expansion is stable when the difference value of the readings of two times is not more than 0.01mm, immediately unloading to zero, and recording the reading of the dial indicator; calculating the expansive force of the sample soil under the pressure of 12.5 kPa; the swelling ratios of the test soil samples were measured at vertical pressures of 25kPa, 50kPa, 100kPa, 150kPa, 200kPa, 250kPa, 300kPa, 350kPa, 400kPa, 450kPa, and 500kPa, respectively, and are shown in Table 3.
Table 3: the expansion rate and the expansion force of the sample soil under different pressures are tested by adopting the traditional expansive soil expansion rate and expansion force test method
A pressure-expansion rate curve (as shown in fig. 2) is plotted with the plurality of pressures as abscissa and the expansion rate corresponding to each of the plurality of pressures as ordinate, and the intersection point of the curve and the abscissa is the expansion force of the corresponding sample soil.
As is clear from FIG. 2, the expansive force of the soil sample No. 1 was 69kPa, the expansive force of the soil sample No. 2 was 150kPa, and the expansive force of the soil sample No. 3 was 133 kPa.
As can be seen from the above comparative tests, after the expansive soil is soaked in water, the expansion rate and the expansion force of the expansive soil are greatly increased, and if the expansion rate and the expansion force are tested by adopting the traditional test method, the calculation result is smaller than the actual expansion rate and the actual expansion force. The expansive rate and expansive force test method of expansive soil provided by the invention simulates the soaking condition of the expansive soil for testing, so that the test result is more accurate, and the safety of construction in rainy seasons in the expansive soil area can be ensured.
Claims (10)
1. A swelling soil swelling rate and swelling force test method, wherein the test method comprises the following steps:
step A: cutting sample soil and recording initial height h of the sample soil0；
And B, step:placing the sample soil into a consolidation apparatus, applying contact pressure, and recording the reading z of a dial indicator of the consolidation apparatus0；
C, step C: injecting water into the consolidometer from bottom to top to enable the water surface to be higher than the upper surface of the sample soil, and measuring the real-time height h of the sample soil;
d, step: applying pressure P to the sample soil using a compactor when the real-time height h stops changing, and recording a dial indicator reading z when the sample soil is compressively stabilizedp；
E, step E: unloading the compressor and recording the deformation value z of the compressorcp；
And F, step: calculating the expansion rate delta of the sample soil under the pressure PepiWherein
G, step: adjusting the magnitude of the pressure P and repeating the steps D, E and F to calculate an expansion ratio δ for each of a plurality of the pressures Pepi(ii) a And
and H, step (2): a plurality of expansion ratios δ corresponding to each of the pressures P respectively with the pressures P as abscissaepiAnd drawing a pressure-expansion rate curve for the ordinate to obtain the expansive force of the sample soil.
2. The assay of claim 1, wherein the a step comprises the steps of:
step A1: cutting sample soil by using a cutting ring; and
step A2: and (3) using a soil pusher to flatten the upper surface and the lower surface of the sample soil in the cutting ring, and wiping the outer wall of the cutting ring clean.
3. A test method according to claim 2, wherein the cross-sectional area of the radial cross-section of the cutting ring is 3000mm2Or 5000mm2And the height of the cutting ring is 25 mm.
4. The test method according to claim 3, wherein the diameter of the pusher is smaller than the diameter of the radial section of the cutting ring, and the height of the pusher is 5mm, the initial height h of the sample soil0Is 20 mm.
5. The assay of claim 1, wherein the B step comprises the steps of:
b1: sleeving an infiltration ring on the periphery of a first water permeable plate, placing the infiltration ring and the first water permeable plate at the bottom of the consolidometer, and placing first filter paper on the upper surface of the first water permeable plate;
b2: pressing the cutting ring with the sample soil into the osmotic ring, and placing second filter paper on the upper surface of the sample soil;
b3: stacking a second permeable plate on the upper surface of the second filter paper;
b4: a pressurizing cover is stacked on the upper surface of the second porous plate and is respectively connected with the compressor and the dial indicator; and
b5: applying a contact pressure to the sample soil by the compactor to bring the first porous plate, the first filter paper, the sample soil, the second filter paper, the second porous plate and the pressurizing cover into contact with each other, and recording a reading z of the dial indicator0Preferably, the contact pressure is 1kPa to 2 kPa.
6. The test method according to claim 1, wherein in the step C, the height of the water level above the upper surface of the sample soil is more than 5 mm.
7. A test method according to claim 1, wherein in the step D, the reading of the dial indicator is recorded over a period of time T, and when the difference between the readings of the dial indicator in two consecutive recording periods is less than 0.01mm, the reading of the dial indicator is recorded as the reading z of the dial indicator at the time of the soil compression stabilization of the samplepPreferably, the recording period T is 2 hours.
8. The test method according to claim 1, wherein in the step G, a plurality of the pressures P are graded pressures, the plurality of the pressures P are graded according to a maximum pressure during the test, and the plurality of the pressures P are applied to the sample soil in a stepwise manner from small to large.
9. Test method according to claim 8, wherein when the maximum pressure is greater than 150kPa, the pressure P is adjusted on the order of 50 kPa; and adjusting the pressure P on a 25kPa level when the maximum pressure is less than 150 kPa.
10. The test method according to claim 1, wherein, in the step G, when the real-time height h ═ h0And stopping adjusting the pressure P.
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Application publication date: 20200501 |