CN112146983B - Dimensionless soil body compression coefficient representation method - Google Patents
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- 239000002689 soil Substances 0.000 title claims abstract description 90
- 238000007906 compression Methods 0.000 title claims abstract description 62
- 230000006835 compression Effects 0.000 title claims abstract description 61
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- G—PHYSICS
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Abstract
The invention provides a dimensionless soil body compression coefficient representation method, and belongs to the field of computational soil mechanics. The method forms a soil body compression coefficient representation method by dimensionless compression coefficient with dimensionless influence and recursively calculating the compression coefficient of the soil body through the dimensionless compression coefficient, the early-stage pore ratio and the current load. The calculation method is visual, the calculation program is clear, and a means is provided for reducing the test amount of the compression coefficient and improving the nonlinear settlement process prediction of the soil. The calculation method of the invention adopts alpha compared with the actual measurement value of loess test 1‑2 The 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 is convenient for calculation of the soil 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 coefficient is calculated according to the ratio of the reduction of the pore ratio to the pressure increment of the upper load, namely alpha 1-2 ＝(e 1 -e 2 )/(p 2 -p 1 ). At the same time, the geotechnical test procedure also loadsp 1 =100 kPa and p 2 The compression coefficient corresponding to 200kPa is used as a standard for calculating and discriminating the soil compressibility of the soil mechanical sedimentation. It can be seen that the given soil compression coefficient does not consider the increment conditions of pores and pressure, and only gives the ratio of the increment of pore ratio with dimension to the increment of load; that is, the compression process of the soil mass is defined as a linear form. In practice, the compression consolidation process of the soil mass 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 existing representation methods is limited.
Disclosure of Invention
The invention aims to provide a soil body compression coefficient representation method which is favorable for predicting a soil body nonlinear compression coefficient and is used for calculating a soil body sedimentation process. In order to achieve the above object, the present invention provides a non-dimensionalized soil body compression coefficient representation method, which includes the following steps:
1) Preparing a cylindrical soil sample having a diameter D of 61.8mm and a height h of 20mm, and subjecting the soil sample to an initial void ratio e according to formula (1) 0 Expressed, formula (1) is:
in the formula (1): e, e 0 The initial pore ratio of the soil sample; g s The specific gravity of the particles of the soil in the soil sample; ρ d Dry density of soil sample;
2) Uniformly distributing load p on the upper part of the cylindrical soil sample prepared in the step 1) i (p i =100 kPa, 200kPa, i=1, 2), and the uniform load p was recorded i Compressed height H of soil sample under action i And calculates uniform load p according to formula (2) i (p i Pore ratio e of earth under the action of =100 kPa, 200kPa, i=1, 2) i The formula (2) is:
in the formula (2): e, e i For uniformly distributing the load p i (p i The pore ratio of the earth under the action of =100 kPa, 200kPa, i=1, 2); e, e 0 The initial pore ratio of the soil sample; h i Applying uniform load p to the upper part of the soil sample i (p i Compressed height of soil sample under action of =100 kPa, 200kPa, i=1, 2); h is the height of the cylindrical soil sample, namely 20mm;
3) The corrected compression coefficient α' of the earth is expressed according to the formula (3), and the formula (3) is:
in the formula (3): alpha' is the corrected compression coefficient of the earth; e, e 1 For uniformly distributing the load p i Pore ratio of soil under action of 100 kPa; e, e 2 For uniformly distributing the load P i Pore ratio of soil under 200kPa; p is p 1 Is a uniform load of 100 kPa; p is p 2 Is a uniform load of 200kPa;
4) According to formula (4), the compression coefficient alpha of the soil under different loads j The recurrence shows that equation (4) is:
in the formula (4): alpha' is the corrected compression coefficient of the earth; p is p j For uniform load (p) j =j x 100kpa, j is any number greater than 2); e, e j-i For uniformly distributing the load p j-1 The pore ratio of the soil under the action of p j-1 Determined by step 2) when 100kPa or 200kPa is used, when p j-1 The pressure of more than or equal to 300kPa can be calculated according to a formula (5), wherein the formula (5) is as follows:
in formula (5): e, e j-1 For uniformly distributing the load p j-1 The pore ratio of the soil under the action; e, e j-2 For uniformly distributing the load p j-2 Porosity of the earth under actionRatio of; p is p j-1 The load is uniformly distributed; p is p j-2 The load is uniformly distributed; alpha' is the corrected compression coefficient of the earth.
The beneficial effects of the invention are as follows: the calculation method is visual, the calculation program is clear, and a means is provided for reducing the test amount of the compression coefficient and improving the nonlinear settlement process prediction of the soil. The calculation method of the invention adopts alpha compared with the actual measurement value of loess test 1-2 The average error of the value is reduced by 82.6 percent, and compared with alpha adopted by the calculation method of the invention 1-2 The value accuracy is improved by 95% to the maximum, 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 is convenient for calculation of the soil settlement process.
Drawings
Fig. 1 is a graph of compression coefficient at various loads.
Wherein: a is the calculated value of the invention; b is the actual measurement alpha.
Detailed Description
The invention provides a dimensionless soil body compression coefficient representation method.
The invention relates to a dimensionless soil body compression coefficient representation method, which comprises the following steps: the method for representing the soil compression coefficient is formed by dimensionless compression coefficient with dimensionless influence and recursively calculating the compression coefficient of the soil through the dimensionless compression coefficient, the early-stage pore ratio and the current load.
1) Preparing a cylindrical soil sample having a diameter D of 61.8mm and a height h of 20mm, and subjecting the soil sample to an initial void ratio e according to formula (1) 0 Expressed, formula (1) is:
in the formula (1): e, e 0 The initial pore ratio of the soil sample; g s The specific gravity of the particles of the soil in the soil sample; ρ d Dry density of soil sample;
2) Applying uniform load p to the upper part of the soil sample prepared in the step 1) i (p i =100 kPa, 200kPa, i=1, 2), and the uniform load p was recorded i Compressed height H of soil sample under action i And calculates uniform load p according to formula (2) i (p i Pore ratio e of earth under the action of =100 kPa, 200kPa, i=1, 2) i The formula (2) is:
in the formula (2): e, e i For uniformly distributing the load p i (p i The pore ratio of the earth under the action of =100 kPa, 200kPa, i=1, 2); e, e 0 The initial pore ratio of the soil sample; h i Applying uniform load p to the upper part of the soil sample i (p i Compressed height of soil sample under action of =100 kPa, 200kPa, i=1, 2); h is the height of the cylindrical soil sample, namely 20mm;
3) The corrected compression coefficient α' of the earth is expressed according to the formula (3), and the formula (3) is:
in the formula (3): alpha' is the corrected compression coefficient of the earth; e, e 1 For uniformly distributing the load p i Pore ratio of soil under action of 100 kPa; e, e 2 For uniformly distributing the load P i Pore ratio of soil under 200kPa; p is p 1 Is a uniform load of 100 kPa; p is p 2 Is a uniform load of 200kPa;
4) According to formula (4), the compression coefficient alpha of the soil under different loads j The recurrence shows that equation (4) is:
in the formula (4): alpha' is the corrected compression coefficient of the earth; p is p j To uniformly distribute the load, p j ＝200kPa、300kPa、400kPa、……，j＝2、3、4、……)；e j-i For uniformly distributing the load p j-1 Porosity of the earth under actionRatio of p j-1 Determined by step 2) when 100kPa or 200kPa is used, when p j-1 The pressure of more than or equal to 300kPa can be calculated according to a formula (5), wherein the formula (5) is as follows:
in formula (5): e, e j-1 For uniformly distributing the load p j-1 The pore ratio of the soil under the action; e, e j-2 For uniformly distributing the load p j-2 The pore ratio of the soil under the action; p is p j-1 The load is uniformly distributed; p is p j-2 The load is uniformly distributed; alpha' is the corrected compression coefficient of the earth;
(1) when loading p j When=200 kPa, the corresponding compression coefficient α 2 Can be expressed as:
in formula (6): alpha' is the corrected compression coefficient of the earth; alpha 2 For load p j Compression coefficient corresponding to =200 kPa; e, e 1 For uniformly distributing the load p 1 The porosity of the earth with the action of 100kPa, determined by step 2); p is p 2 200kPa is uniformly distributed in the load;
(2) when loading p j When=300 kPa, the corresponding compression coefficient α 3 Can be expressed as:
in the formula (7): alpha' is the corrected compression coefficient of the earth; alpha 3 For load p j Compression coefficient corresponding to =300 kPa; p is p 3 The uniform load is 300kPa; e, e 2 For uniformly distributing the load p 2 The porosity of the earth under the action of 200kPa, determined by step 2) actual measurement;
(3) when loading p j When=400 kPa, the corresponding compression coefficient α 4 Can be expressed as:
in formula (8): alpha' is the corrected compression coefficient of the earth; alpha 4 For load p j Compression coefficient corresponding to=400 kPa; p is p 4 The uniform load is 400kPa; e, e 3 For uniformly distributing the load p 3 The porosity of the earth under 300kPa can be calculated according to formula (9), formula (9) being:
in the formula (9): e, e 3 For uniformly distributing the load p 3 Pore ratio of soil under action of =300 kPa; e, e 2 For uniformly distributing the load p 2 Pore ratio of soil under 200kPa; p is p 3 The uniform load is 300kPa; p is p 2 200kPa is uniformly distributed in the load; alpha' is the corrected compression coefficient of the earth;
and the like, the corresponding compression coefficients under different loads can be determined.
The compression coefficient test is carried out by adopting the undisturbed loess of a Weinan power plant, and the compression coefficient curves under different loads are shown in the attached figure 1. Simultaneously, the compression coefficient predicted by the method of the invention and the alpha determined by the test 1-2 Is depicted in fig. 1. As can be seen from fig. 1, the method of the present invention determines compression curves under different loads by only one test; and adopts alpha 1-2 The compression coefficient is a constant and cannot reflect the fact that the compression coefficient is continuously changed with load. By comparing the measured values with the calculated values of the present invention, it was found that the calculated method of the present invention was more effective than the method using alpha 1-2 The 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 is convenient for calculation of the soil settlement process.
Table 1 comparison of predicted and measured compression coefficients
The soil body compression coefficient representation method capable of considering load influence and nonlinear pore ratio influence has an important basic function for enriching the basic theory of soil mechanics and improving the settlement deformation calculation precision of soil in the calculation of the soil mechanics.
The above-described embodiments are provided for illustration and description of the present invention only and are not intended to limit the invention to the embodiments described. In addition, those skilled in the art will appreciate that the present invention is not limited to the embodiments described above, and that many variations and modifications are possible in light of the teachings of the invention, which variations and modifications are within the scope of the invention as claimed.
Claims (1)
1. The dimensionless soil body compression coefficient representation method is characterized by comprising the following steps of:
1) Preparing a cylindrical soil sample having a diameter D of 61.8mm and a height h of 20mm, and subjecting the soil sample to an initial void ratio e according to formula (1) 0 Expressed, formula (1) is:
in the formula (1): e, e 0 The initial pore ratio of the soil sample; g s The specific gravity of the particles of the soil in the soil sample; ρ d Dry density of soil sample;
2) Uniformly distributing load p on the upper part of the cylindrical soil sample prepared in the step 1) i ，p i =100 kPa, 200kPa, i=1, 2, and the uniform load p was recorded i Compressed height H of soil sample under action i And calculates uniform load p according to formula (2) i ，p i Aperture ratio e of earth under the action of =100 kPa, 200kPa, i=1, 2 i The formula (2) is:
in the formula (2): e, e i For uniformly distributing the load p i ，p i Pore ratio of earth under the action of 100kPa, 200kPa, i=1, 2; e, e 0 The initial pore ratio of the soil sample; h i Applying uniform load p to the upper part of the soil sample i ，p i Compressed height of soil sample under action of =100 kPa, 200kPa, i=1, 2; h is the height of the cylindrical soil sample, namely 20mm;
3) The corrected compression coefficient α' of the earth is expressed according to the formula (3), and the formula (3) is:
in the formula (3): alpha' is the corrected compression coefficient of the earth; e, e 1 For uniformly distributing the load p i Pore ratio of soil under action of 100 kPa; e, e 2 For uniformly distributing the load p i Pore ratio of soil under 200kPa; p is p 1 Is a uniform load of 100 kPa; p is p 2 Is a uniform load of 200kPa;
4) According to formula (4), the compression coefficient alpha of the soil under different loads j The recurrence shows that equation (4) is:
in the formula (4): alpha' is the corrected compression coefficient of the earth; p is p j To uniformly distribute the load, p j =j x 100kpa, j being any number greater than 2; e, e j-i For uniformly distributing the load p j-1 The pore ratio of the soil under the action of p j-1 Determined by step 2) when 100kPa or 200kPa is used, when p j-1 The pressure of more than or equal to 300kPa can be calculated according to a formula (5), wherein the formula (5) is as follows:
in formula (5): e, e j-1 For uniformly distributing the load p j-1 The pore ratio of the soil under the action; e, e j-2 For uniformly distributing the load p j-2 The pore ratio of the soil under the action; p is p j-1 The load is uniformly distributed; p is p j-2 The load is uniformly distributed; alpha' is the corrected compression coefficient of the earth.
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