CN111337645A - Earthquake liquefaction judgment method and device suitable for fine-grained soil sand - Google Patents
Earthquake liquefaction judgment method and device suitable for fine-grained soil sand Download PDFInfo
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Abstract
The invention discloses a method and a device for distinguishing fine-grained soil sand by seismic liquefaction. The method comprises the following steps: obtaining the plasticity index of fine soil in the fine soil sand to be distinguished; if the plasticity index is greater than or equal to the set threshold value, substituting the actual content into a liquefaction judgment formula to carry out liquefaction judgment, and when the plasticity index is less than the set threshold value, substituting 3% as the content of the clay into the liquefaction judgment formula to carry out liquefaction judgment. The method can improve the accuracy of the liquefaction judgment of the fine-grained soil sand.
Description
Technical Field
The invention belongs to the technical field of engineering investigation, and particularly relates to a method and a device for discriminating the earthquake liquefaction of fine-grained soil sand.
Background
As for the discrimination method of the liquefaction of the foundation soil, dozens of methods exist at home and abroad, more mature methods exist at home and abroad which are listed in various specifications, and the discrimination method of the standard penetration test is recommended in the geotechnical engineering investigation Specification (GB 50021-plus 2001).
The standard penetration critical impact number judgment method is determined by Chinese researchers according to the data of a Chinese chen table earthquake (1966), a Tonghai earthquake (1970), a Haicheng earthquake (1975), a Tangshan earthquake (1976) and foreign major earthquakes and the research results of indoor liquefaction tests, is a judgment method established based on actual earthquake time liquefaction investigation, is adopted by building earthquake resistant design specifications, and is one of the most commonly used liquefaction judgment methods in China at present.
The earthquake-resistant standard is firstly judged according to the geological age of saturated sandy soil and silty soil, the content of clay grains, the depth of an overlying non-liquefied soil layer, the underground water level and other conditions, the saturated sandy soil or silty soil (without loess) can be preliminarily judged to be not liquefied or the influence of liquefaction can not be considered when one of the following conditions is met:
(1) the geologic age is the quaternary late renewal (Q)3) In the former case, it was judged that the liquid was not liquefied at 7 and 8 degrees.
(2) The content percentage of clay (particles having a particle diameter of less than 0.005 mm) in the silt was judged not to be liquefied when 7 degrees, 8 degrees and 9 degrees were not less than 10, 13 and 16, respectively.
(3) The construction of natural foundation, when the thickness of the overlying non-liquefied soil layer and the depth of underground water level meet one of the following conditions, the liquefaction influence can not be considered:
du＞d0+db-2
dw＞d0+db-3
du+dw＞1.5d0+2db-4.5
in the formula:
dwthe underground water level depth (m) is preferably adopted according to the annual average maximum water level in a designed benchmark period, and can also be adopted according to the annual maximum water level in the near term;
ducovering the non-liquefied soil layer with the thickness (m), and deducting the sludge and the mucky soil layer during calculation;
dbthe depth (m) of foundation embedment not exceeding2m should be adopted when 2m is used;
d0the characteristic depth (m) of the liquefied soil can be realized by looking up a table.
And further judging when the liquefaction is possible at first, and further judging the anti-seismic standard by adopting a standard penetration test method.
When the standard penetration test method is adopted, the measured value of the standard penetration hammering number can be obtained from the site, and then the standard penetration hammering number critical value N is judged according to the liquefactioncrAnd comparing, and if the measured value is larger than a critical value, judging that the liquid is not liquefied, otherwise, judging that the liquid is liquefied.
Critical value N of standard penetration hammer for liquefied determinationcrThe calculation method is as follows:
in the formula:
Ncr-the liquefaction discrimination criterion penetrates into the hammering number threshold value;
N0the liquefaction judgment standard is penetrated into the hammering number reference value and can be obtained by looking up a table;
ds-saturated soil standard penetration point depth (m); can be obtained by field measurement;
ρcthe clay content percentage is 3% when the clay content is less than 3% or is sandy soil;
β -adjusting coefficient, the first group of the design earthquake is 0.8, the second group is 0.95, and the third group is 1.05.
The above liquefaction discrimination method has the following limitations:
1) regional limitations of liquefaction discriminant
The liquefaction discrimination formula given by the building earthquake-resistant design specification is determined according to the statistics of earthquake damage data after the occurrence of an earthquake in the past, and has certain regional characteristics from the source of statistical data.
2) Limitations in considering influence factors of earthiness
The liquefaction judgment formula (I) of the standard penetration method given by the specification only takes the clay content rho into consideration when the influence factors of the soil property are consideredcReflecting that the clay content is mainly particles with the particle size of less than 0.005mm, the clay mineral and the non-clay mineral can be more than or less than the particle size, the non-clay mineral has very small hydrophilicity, does not generate obvious plasticity, even is ground in a very fine state, however, the influence of the clay mineral component on the whole soil body property is far more than the influence of other minerals in the soil body property, namely the clay mineral in the soil is a main factor for determining the soil body property. The clay mineral generally has smaller particle size, the physical-chemical interaction between particles and the water-electrolyte interaction in soil can reach a large degree, and water is strongly absorbed to the surface of clay particles to generate plasticity.
The clay minerals include montmorillonite, illite and kaolinite, wherein montmorillonite has the best hydrophilicity, illite has the second highest hydrophilicity, and kaolinite has the lowest hydrophilicity. Therefore, when the clay mineral content is the same, the clay mineral content is different, and the soil property is different. There may also be a large difference in the resistance of the soil to liquefaction.
Therefore, the limitation that the influence of the soil property on the liquefaction resistance of the foundation soil is reflected only by the clay content is obvious, and particularly, the discrimination error of the fine-grained sandy sand with higher clay content is larger.
3) Confusion of liquefaction discrimination when fine-grained soil content is high
According to geotechnical engineering investigation standard, when the mass of particles with the particle size of more than 0.075mm exceeds 50%, the particles are named according to the particle size distribution from large to small, and the names are determined according to the first conformity; when the mass of the particles with the particle size of more than 0.075mm is not more than 50%, the particles are named by a plasticity index, wherein the particles are silt when the plasticity index is less than 10, silty clay when the plasticity index is more than 10 and less than 17, and clay when the plasticity index is more than 17. When the mass of the particles with the particle size of more than 0.075mm is about 50%, due to the fact that the content of the clay is high, soil with the same property can appear and is named as sand-containing fine-grained soil or fine-grained soil sand, when the two kinds of soil are liquefied and judged, due to the fact that the content of the clay substituted into a judgment formula is different, completely different results can appear, when the two kinds of soil are the sand-containing fine-grained soil, the two kinds of soil can be judged not to be liquefied initially according to anti-seismic design specifications, or the two kinds of soil can be judged according to the actual content of the clay substituted into the liquefaction judgment formula, for the fine-grained soil, the content of the clay is considered to be 3%, and.
The fine-grained soil sand is sandy soil with the fine-grained content of more than 15% and less than or equal to 50%, has the characteristics of high fine-grained soil content, high clay content, high plasticity index, high cohesive force and the like which are different from pure sandy soil, and can be known through the analysis of the 'liquefaction judgment easily confused when the fine-grained soil content is higher', the phenomenon of misjudgment can occur when the liquefaction judgment formula specified by the existing earthquake-resistant specification is adopted to carry out liquefaction judgment on the fine-grained soil sand foundation soil, so that the liquefaction judgment formula recommended by the earthquake-resistant design specification is corrected to adapt to the liquefaction judgment of the foundation soil of the fine-grained soil sand.
Disclosure of Invention
In view of the above, the invention provides a method and a device for judging the liquefaction of fine-grained sandy sand, which can improve the accuracy of the judgment of the liquefaction of the fine-grained sandy sand.
In order to solve the technical problem, the invention is realized as follows:
a seismic liquefaction discrimination method suitable for fine-grained earthen sand comprises the following steps:
obtaining the plasticity index of fine soil in the fine soil sand to be distinguished; if the plasticity index is greater than or equal to the set threshold value, substituting the actual content into a liquefaction judgment formula to carry out liquefaction judgment, and when the plasticity index is less than the set threshold value, substituting 3% as the content of the clay into the liquefaction judgment formula to carry out liquefaction judgment.
Preferably, the set threshold is 10.
Wherein the liquefaction discrimination formula is as follows:
within the depth range of 20m below the ground, the liquefaction judgment standard penetration hammering number critical value NcrCalculated according to formula I:
wherein N is0The standard penetration hammering number reference value is judged for liquefaction, β is an adjustment coefficient, dsThe depth of a saturated soil standard penetration point is obtained; rhocIs the content percentage of the clay particles; dwIs the groundwater level depth.
Wherein the liquefaction is determined as: the measured value of the standard penetration hammering number and the critical value N of the liquefaction judgment standard penetration hammering number are comparedcrAnd comparing, and if the measured value is larger than a critical value, judging that the liquid is not liquefied, otherwise, judging that the liquid is liquefied.
The invention also provides a device for judging the earthquake liquefaction suitable for the fine-grained soil sand, which comprises a plasticity index comparison module and a liquefaction judgment module;
the plasticity index comparison module is used for obtaining the plasticity index of the fine soil in the fine soil sand to be judged; if the plasticity index is greater than or equal to a set threshold value, outputting the actual clay content of the fine-grained soil to a liquefaction judging module; if the plasticity index is smaller than the set threshold, outputting 3% as the content of the clay grains to a liquefaction judging module;
and the liquefaction judging module is used for substituting the clay content received from the plasticity index comparing module into a liquefaction judging formula to carry out liquefaction judgment.
Preferably, the set threshold is 10.
Wherein the liquefaction discrimination formula adopted by the liquefaction discrimination module is as follows:
within the depth range of 20m below the ground, the liquefaction judgment standard penetration hammering number critical value NcrCalculated according to formula (I):
wherein N is0The standard penetration hammering number reference value is judged for liquefaction, β is an adjustment coefficient, dsThe depth of a saturated soil standard penetration point is obtained; rhocIs the content percentage of the clay particles; dwIs the groundwater level depth;
the liquidThe standard penetration hammering number measurement value and the penetration hammering number critical value N are judged by the differentiation modulecrAnd comparing, and if the measured value is larger than a critical value, judging that the liquid is not liquefied, otherwise, judging that the liquid is liquefied.
Has the advantages that:
(1) according to the characteristics of the fine-grained sandy sand, the method does not consider the fine-grained sandy sand as sandy soil, and adopts 3 percent of the fine-grained sandy sand as the content of clay particles to be substituted into a liquefaction judgment formula for liquefaction judgment like the prior art. But is processed according to circumstances in consideration of the characteristics of the fine soil in the fine soil-textured sand. Meanwhile, the plasticity index can reflect the content of clay particles and the mineral components of the clay in the fine-grained soil, so that when the liquefaction judgment of the fine-grained soil sand is carried out, the invention determines the size of the clay content in the liquefaction judgment formula by taking the plasticity index of the fine-grained soil in the fine-grained soil sand as a boundary basis. Therefore, the method subdivides the fine-grained sandy sand based on the plasticity index, so that the liquefaction judgment accuracy of the fine-grained sandy sand can be improved.
(2) For the fine-grained sandy sand, when the plasticity index of the fine-grained soil is more than 10, the fine-grained sandy sand has the property of cohesive soil, so that the plasticity index is equal to 10 and is used as a standard for the value of the content of the cohesive soil during liquefaction judgment of the fine-grained sandy sand. The dividing data has reasonable value, and the accuracy of the liquefaction judgment of the fine-grained soil sand can be further improved.
(3) The plasticity index of the fine soil in the fine soil sand can reflect the soil property of the fine soil, when the plasticity index is larger than 10, the fine soil sand has the characteristic of clay sand, and when the plasticity index is smaller than 10, the fine soil sand has the characteristic of silty sand, so that the limitation of soil property influence factors can be solved through the plasticity index analysis.
Drawings
Fig. 1 is a flowchart of the seismic liquefaction discrimination method applicable to fine-grained sandy sand of the present invention.
Fig. 2 is a block diagram showing the components of the seismic liquefaction discrimination apparatus for fine-grained sandy sand according to the present invention.
Detailed Description
The invention is described in detail below by way of example with reference to the accompanying drawings.
The invention provides an earthquake liquefaction judging scheme suitable for fine-grained soil sand, aiming at the problem that the fine-grained soil sand is easy to judge and confuse. Aiming at the characteristics of the fine-grained soil sand, due to the lack of regional experience, even a few samples are difficult to independently establish a liquefaction judgment method of the fine-grained soil sand considering the influence of the clay content, so that a standard formula is directly adopted, and the method is slightly modified and is more simple and convenient.
The scheme does not regard the fine-grained soil sand as sandy soil only, but adopts 3 percent of clay content as clay content and substitutes into a liquefaction judgment formula to carry out liquefaction judgment. But is processed according to circumstances in consideration of the characteristics of the fine soil in the fine soil-textured sand. Because the plasticity index can reflect the content of clay particles in fine soil and the mineral components of the clay in the fine soil sand, the invention determines the size of the clay content in the liquefaction discrimination formula according to the plasticity index when the liquefaction discrimination of the fine soil sand is carried out.
For fine-grained sandy sand, when the plasticity index is greater than 10, the sand has the properties of cohesive soil, and when the content of fine particles in the soil changes from less than 50% to greater than 50%, the soil property changes from sandy soil to clay, so that the plasticity index equal to 10 can be considered as a standard for the value of the content of clay when the fine-grained sandy sand is judged to be liquefied.
Based on the above analysis, the flow of the method for discriminating the seismic liquefaction of fine-grained sandy sand according to the present invention will be described in detail with reference to fig. 1. As shown, it includes the following steps:
step 1, obtaining the plasticity index of fine soil in the fine soil sand to be distinguished. The plasticity index can be obtained by laboratory test analysis.
Step 2, judging that the plasticity index is greater than or equal to 10; if yes, step 3 is executed, otherwise step 4 is executed.
And 3, substituting the actual content of the cosmid into a liquefaction judgment formula to carry out liquefaction judgment.
The content of the cosmids used in this step can be obtained by laboratory test analysis. The employed liquefaction discrimination formula is referred to aboveI. Percentage of cosmid content in the formula rhocThe actual content is used. Meanwhile, a standard penetration hammering number measured value is obtained through a field in-situ test, and the standard penetration hammering number measured value and a liquefaction judgment standard penetration hammering number critical value N are usedcrAnd comparing, if the test value is larger than the critical value, judging that the liquid is not liquefied, otherwise, judging that the liquid is liquefied.
And 4, substituting 3% as the content of the clay particles into a liquefaction judgment formula to judge liquefaction.
The liquefaction discrimination formula adopted in this step is referred to as formula I above. Percentage of cosmid content in the formula rhocSubstitution of 3% was used. Meanwhile, a standard penetration hammering number measured value is obtained through field test, and the standard penetration hammering number measured value and a liquefaction judgment standard penetration hammering number critical value N are usedcrAnd comparing, and if the measured value is larger than a critical value, judging that the liquid is not liquefied, otherwise, judging that the liquid is liquefied.
In order to implement the method, the invention also provides a method for discriminating the earthquake liquefaction suitable for the fine-grained sandy sand, which is shown in fig. 2 and comprises the following steps: a plasticity index comparison module and a liquefaction judgment module;
the plasticity index comparison module is used for obtaining the plasticity index of the fine soil in the fine soil sand to be judged; if the plasticity index is greater than or equal to the set threshold value which is 10, outputting the actual cosmid content to a liquefaction judging module; and if the plasticity index is less than 10, outputting 3% as the content of the clay to a liquefaction judgment module.
And the liquefaction judging module is used for substituting the clay content received from the plasticity index comparing module into a liquefaction judging formula to carry out liquefaction judgment. The liquefaction discrimination formula adopted by the liquefaction discrimination module is the above (I), which is not described herein again. And the liquefaction decision scheme is also described above and is not detailed here.
In summary, the above description is only a preferred embodiment of the present invention, and is not intended to limit the scope of the present invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. A seismic liquefaction discrimination method suitable for fine-grained earthen sand, characterized by comprising:
obtaining the plasticity index of fine soil in the fine soil sand to be distinguished; if the plasticity index is greater than or equal to the set threshold value, substituting the actual content into a liquefaction judgment formula to carry out liquefaction judgment, and when the plasticity index is less than the set threshold value, substituting 3% as the content of the clay into the liquefaction judgment formula to carry out liquefaction judgment.
2. The method of claim 1, wherein the set threshold is 10.
3. The method of claim 1 or 2, wherein the liquefaction decision formula is:
within the depth range of 20m below the ground, the liquefaction judgment standard penetration hammering number critical value NcrCalculated according to formula I:
wherein N is0The standard penetration hammering number reference value is judged for liquefaction, β is an adjustment coefficient, dsThe depth of a saturated soil standard penetration point is obtained; rhocIs the content percentage of the clay particles; dwIs the groundwater level depth.
4. The method of claim 3, wherein the liquefying is determined as: the measured value of the standard penetration hammering number and the critical value N of the liquefaction judgment standard penetration hammering number are comparedcrAnd comparing, and if the measured value is larger than a critical value, judging that the liquid is not liquefied, otherwise, judging that the liquid is liquefied.
5. The earthquake liquefaction judging device is characterized by comprising a plasticity index comparison module and a liquefaction judging module;
the plasticity index comparison module is used for obtaining the plasticity index of the fine soil in the fine soil sand to be judged; if the plasticity index is greater than or equal to a set threshold value, outputting the actual clay content of the fine-grained soil to a liquefaction judging module; if the plasticity index is smaller than the set threshold, outputting 3% as the content of the clay grains to a liquefaction judging module;
and the liquefaction judging module is used for substituting the clay content received from the plasticity index comparing module into a liquefaction judging formula to carry out liquefaction judgment.
6. The apparatus of claim 5, wherein the set threshold is 10.
7. The apparatus of claim 5 or 6, wherein the liquefaction discrimination module employs the liquefaction discrimination equation as:
within the depth range of 20m below the ground, the liquefaction judgment standard penetration hammering number critical value NcrCalculated according to formula (I):
wherein N is0The standard penetration hammering number reference value is judged for liquefaction, β is an adjustment coefficient, dsThe depth of a saturated soil standard penetration point is obtained; rhocIs the content percentage of the clay particles; dwIs the groundwater level depth;
the liquefaction judging module measures the standard penetration hammering number and the penetration hammering number critical value NcrAnd comparing, and if the measured value is larger than a critical value, judging that the liquid is not liquefied, otherwise, judging that the liquid is liquefied.
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| CN113720766B (en) * | 2021-06-24 | 2024-03-08 | 河北工程大学 | Indoor compaction test method for evaluating earthquake liquefaction potential of sandy soil |
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