CN112146983A - Non-dimensionalized soil compression coefficient representation method - Google Patents
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Abstract
The invention provides a dimensionless soil compression coefficient representation method, and belongs to the field of soil mechanics calculation. The method comprises the steps of carrying out non-dimensionalization on the compression coefficient with dimension influence, and calculating the compression coefficient of a soil body in a recursion manner through the non-dimension compression coefficient, the early-stage pore ratio and the current load to form a soil body compression coefficient representation method. The calculation method is visual and has clear calculation program, and a means is provided for reducing the test quantity of the compression coefficient and improving the prediction of the nonlinear sedimentation process of the soil. Through comparison with the measured value of the loess test, the calculation method of the invention adopts alpha1‑2The average error of the values is reduced by 82.6%, the error between the conventional linear representation method and the measured value is reduced, and the method can be directly used for soil mechanics analysis and calculation and provides convenience for calculation of the soil body settlement process.
Description
Technical Field
The invention relates to the field of computational soil mechanics, in particular to a dimensionless soil body compression coefficient representation method.
Background
The indoor consolidation test is generally used for judging the compression coefficient of the soil body and further evaluating the compressibility of the soil body. The compression factor is calculated according to the ratio of the reduction of the pore ratio to the pressure increment of the overlying load, namely alpha1-2＝(e1-e2)/(p2-p1). At the same time, the "geotechnical test regulation" will also load p1100kPa and p2The compression coefficient is 200kPa, and the compression coefficient is used as the standard for calculating soil mechanics settlement and judging soil compressibility. It can be easily seen that the given soil body compression coefficient does not consider the increment conditions of pores and pressure, and only gives the ratio of the pore ratio increment and the load increment with dimensions; that is, the compression process of the soil body is defined as a linear form. In fact, the compressive consolidation process of the soil body is nonlinear, and the compression coefficient is changed along with the change of consolidation stress. It can be seen that the accuracy and applicability of the existing representation methods are limited.
Disclosure of Invention
The invention aims to provide a method for expressing a soil body compression coefficient, which is beneficial to the prediction of a soil body nonlinear compression coefficient and serves for the calculation of a soil body sedimentation process. In order to achieve the above object, the present invention provides a method for representing a soil compression coefficient in a non-dimensionalized manner, which comprises the following steps:
1) preparing a cylindrical soil sample with a diameter D of 61.8mm and a height h of 20mm, and subjecting the soil sample to an initial porosity e according to the formula (1)0Expressed, formula (1) is:
in formula (1): e.g. of the type0Is the initial porosity of the soil sample; gsIs the specific gravity of the particles of the soil in the soil sample; rhodIs the dry density of the soil sample;
2) applying uniform load p to the upper part of the cylindrical soil sample prepared in the step 1)i(pi100kPa, 200kPa, i 1, 2), the uniform distribution load p is recordediCompressed height H of soil sample under actioniAnd calculating the uniformly distributed load p according to the formula (2)i(pi100kPa, 200kPa, i 1, 2) porosity e of soiliThe formula (2) is:
in formula (2): e.g. of the typeiTo uniformly distribute the load pi(pi100kPa, 200kPa, i 1, 2) porosity of the soil; e.g. of the type0Is the initial porosity of the soil sample; hiApplying uniform load p to the upper part of the soil samplei(pi100kPa, 200kPa, i 1, 2) compression height of the soil sample; h is the height of the cylindrical soil sample, namely 20 mm;
3) the modified compression coefficient α' of the soil is expressed according to the formula (3), wherein the formula (3) is:
in formula (3): alpha' is the corrected compression coefficient of the soil; e.g. of the type1To uniformly distribute the load piThe porosity of the soil under the action of 100 kPa; e.g. of the type2To uniformly distribute load PiThe porosity of the soil under the action of 200 kPa; p is a radical of1Uniform load of 100 kPa; p is a radical of2Load is uniformly distributed at 200 kPa;
4) the compression coefficient alpha of the soil under different loads is determined according to the formula (4)jRecursion is expressed by the following formula (4):
in formula (4): alpha' is the corrected compression coefficient of the soil; p is a radical ofjTo distribute the load (p) evenlyjJ 100kPa, j is any value greater than 2); e.g. of the typej-iTo uniformly distribute the load pj-1Pore ratio of soil under the action of pj-1Determined by step 2) at 100kPa or 200kPa, when p isj-1The pressure of more than or equal to 300kPa can be calculated according to the formula (5), wherein the formula (5) is as follows:
in formula (5): e.g. of the typej-1To uniformly distribute the load pj-1The porosity of the soil under the action; e.g. of the typej-2To uniformly distribute the load pj-2The porosity of the soil under the action; p is a radical ofj-1Load is evenly distributed; p is a radical ofj-2Load is evenly distributed; alpha' is the corrected compression coefficient of the soil.
The invention has the following beneficial effects: the calculation method is visual and has clear calculation program, and a means is provided for reducing the test quantity of the compression coefficient and improving the prediction of the nonlinear sedimentation process of the soil. Through comparison with the measured value of the loess test, the calculation method of the invention adopts alpha1-2The average error of the value is reduced by 82.6 percent, and the calculation method of the invention is more than that of adopting alpha1-2The value precision is improved by 95% to the maximum extent, the error between the conventional linear representation method and the measured value is reduced, and the method can be directly used for soil mechanics analysis and calculation and provides convenience for calculation in the soil body settlement process.
Drawings
FIG. 1 is a graph of the compression factor under different loads.
Wherein: a is a calculated value of the invention; b is actually measured alpha.
Detailed Description
The method for expressing a soil compressibility in a non-dimensionalized manner according to the present invention will be described.
The invention relates to a method for expressing a soil body compression coefficient in a non-dimensionalization mode, which comprises the following steps: the method for expressing the soil compression coefficient is formed by non-dimensionalizing the compression coefficient with dimension influence and calculating the compression coefficient of the soil body by recursion through the non-dimensionalized compression coefficient, the early-stage pore ratio and the current load.
1) Preparing a cylinder with a diameter D of 61.8mm and a height h of 20mmForming a soil sample, and setting the initial pore ratio e of the soil sample according to the formula (1)0Expressed, formula (1) is:
in formula (1): e.g. of the type0Is the initial porosity of the soil sample; gsIs the specific gravity of the particles of the soil in the soil sample; rhodIs the dry density of the soil sample;
2) applying uniform load p on the upper part of the soil sample prepared in the step 1)i(pi100kPa, 200kPa, i 1, 2), the uniform distribution load p is recordediCompressed height H of soil sample under actioniAnd calculating the uniformly distributed load p according to the formula (2)i(pi100kPa, 200kPa, i 1, 2) porosity e of soiliThe formula (2) is:
in formula (2): e.g. of the typeiTo uniformly distribute the load pi(pi100kPa, 200kPa, i 1, 2) porosity of the soil; e.g. of the type0Is the initial porosity of the soil sample; hiApplying uniform load p to the upper part of the soil samplei(pi100kPa, 200kPa, i 1, 2) compression height of the soil sample; h is the height of the cylindrical soil sample, namely 20 mm;
3) the modified compression coefficient α' of the soil is expressed according to the formula (3), wherein the formula (3) is:
in formula (3): alpha' is the corrected compression coefficient of the soil; e.g. of the type1To uniformly distribute the load piThe porosity of the soil under the action of 100 kPa; e.g. of the type2To uniformly distribute load PiThe porosity of the soil under the action of 200 kPa; p is a radical of1Uniform load of 100 kPa; p is a radical of2Load is uniformly distributed at 200 kPa;
4) the compression coefficient alpha of the soil under different loads is determined according to the formula (4)jRecursion is expressed by the following formula (4):
in formula (4): alpha' is the corrected compression coefficient of the soil; p is a radical ofjTo distribute the load uniformly, pj＝200kPa、300kPa、400kPa、……，j＝2、3、4、……)；ej-iTo uniformly distribute the load pj-1Pore ratio of soil under the action of pj-1Determined by step 2) at 100kPa or 200kPa, when p isj-1The pressure of more than or equal to 300kPa can be calculated according to the formula (5), wherein the formula (5) is as follows:
in formula (5): e.g. of the typej-1To uniformly distribute the load pj-1The porosity of the soil under the action; e.g. of the typej-2To uniformly distribute the load pj-2The porosity of the soil under the action; p is a radical ofj-1Load is evenly distributed; p is a radical ofj-2Load is evenly distributed; alpha' is the corrected compression coefficient of the soil;
when load pjWhen the pressure is 200kPa, the corresponding compression coefficient alpha is2Can be expressed as:
in formula (6): alpha' is the corrected compression coefficient of the soil; alpha is alpha2Is a load pjA compression factor corresponding to 200 kPa; e.g. of the type1To uniformly distribute the load p1The porosity of the soil under the action of 100kPa, determined by step 2); p is a radical of2Load is uniformly distributed at 200 kPa;
when load pj300kPa, the corresponding compression factor α3Can be expressed as:
in formula (7): alpha' is the corrected compression coefficient of the soil; alpha is alpha3Is a load pjA compression factor corresponding to 300 kPa; p is a radical of3Load 300kPa is uniformly distributed; e.g. of the type2To uniformly distribute the load p2The porosity ratio of the soil under the action of 200kPa is determined by the actual measurement in the step 2);
when the load pjWhen 400kPa, the corresponding compression factor α is obtained4Can be expressed as:
in formula (8): alpha' is the corrected compression coefficient of the soil; alpha is alpha4Is a load pjCompression factor corresponding to 400 kPa; p is a radical of4The load is uniformly distributed at 400 kPa; e.g. of the type3To uniformly distribute the load p3The porosity of the soil under 300kPa can be calculated according to equation (9), where equation (9) is:
in formula (9): e.g. of the type3To uniformly distribute the load p3The porosity of the soil under the action of 300 kPa; e.g. of the type2To uniformly distribute the load p2The porosity of the soil under the action of 200 kPa; p is a radical of3Load 300kPa is uniformly distributed; p is a radical of2Load is uniformly distributed at 200 kPa; alpha' is the corrected compression coefficient of the soil;
by analogy, the corresponding compression coefficients under different loads can be determined.
The compression coefficient test is carried out by adopting undisturbed loess of a Weinan power plant, and the compression coefficient curves under different loads are shown in the attached figure 1. The compression factor predicted by the method of the invention and the alpha determined by the test are used simultaneously1-2Is depicted in figure 1. As can be seen from the attached figure 1, the method of the invention determines the compression curves under different loads through only one test; and adopts alpha1-2The compression factor is a constant and cannot be reflectedThe compression factor varies with load. By comparing the measured value with the calculated value of the invention, the calculation method of the invention is found to adopt alpha1-2The average error of the values is reduced by 82.6%, the error between the conventional linear representation method and the measured value is reduced, and the method can be directly used for soil mechanics analysis and calculation and provides convenience for calculation of the soil body settlement process.
TABLE 1 comparison of predicted and measured compression coefficients
The invention provides a soil body compression coefficient representation method capable of considering load influence and nonlinear pore ratio influence, which has important basic functions for enriching the basic theory of soil mechanics and improving the calculation precision of settlement deformation of soil in soil mechanics calculation.
The foregoing examples are provided for illustration and description of the invention only and are not intended to limit the invention to the scope of the described examples. Furthermore, it will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, and that many variations and modifications may be made in accordance with the teachings of the present invention, which variations and modifications are within the scope of the present invention as claimed.
Claims (1)
1. A method for representing a soil body compression coefficient in a non-dimensionalization mode is characterized by comprising the following steps:
1) preparing a cylindrical soil sample with a diameter D of 61.8mm and a height h of 20mm, and subjecting the soil sample to an initial porosity e according to the formula (1)0Expressed, formula (1) is:
in formula (1): e.g. of the type0Is the initial porosity of the soil sample; gsIs the specific gravity of the particles of the soil in the soil sample; rhodIs the dry density of the soil sample;
2) uniformly distributing load p on the upper part of the cylindrical soil sample prepared in the step 1i(pi100kPa, 200kPa, i 1, 2), the uniform distribution load p is recordediCompressed height H of soil sample under actioniAnd calculating the uniformly distributed load p according to the formula (2)i(pi100kPa, 200kPa, i 1, 2) porosity e of soiliThe formula (2) is:
in formula (2): e.g. of the typeiTo uniformly distribute the load pi(pi100kPa, 200kPa, i 1, 2) porosity of the soil; e.g. of the type0Is the initial porosity of the soil sample; hiApplying uniform load p to the upper part of the soil samplei(pi100kPa, 200kPa, i 1, 2) compression height of the soil sample; h is the height of the cylindrical soil sample, namely 20 mm;
3) the modified compression coefficient α' of the soil is expressed according to the formula (3), wherein the formula (3) is:
in formula (3): alpha' is the corrected compression coefficient of the soil; e.g. of the type1To uniformly distribute the load piThe porosity of the soil under the action of 100 kPa; e.g. of the type2To uniformly distribute load PiThe porosity of the soil under the action of 200 kPa; p is a radical of1Uniform load of 100 kPa; p is a radical of2Load is uniformly distributed at 200 kPa;
4) the compression coefficient alpha of the soil under different loads is determined according to the formula (4)jRecursion is expressed by the following formula (4):
in formula (4): alpha' is the corrected compression coefficient of the soil; p is a radical ofjIn order to evenly distribute the load,(pjj 100kPa, j is any value greater than 2); e.g. of the typej-iTo uniformly distribute the load pj-1Pore ratio of soil under the action of pj-1Determined by step 2) at 100kPa or 200kPa, when p isj-1The pressure of more than or equal to 300kPa can be calculated according to the formula (5), wherein the formula (5) is as follows:
in formula (5): e.g. of the typej-1To uniformly distribute the load pj-1The porosity of the soil under the action; e.g. of the typej-2To uniformly distribute the load pj-2The porosity of the soil under the action; p is a radical ofj-1Load is evenly distributed; p is a radical ofj-2Load is evenly distributed; alpha' is the corrected compression coefficient of the soil.
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