CN114182713B - Bearing capacity prediction method based on water content - Google Patents
Bearing capacity prediction method based on water content Download PDFInfo
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- CN114182713B CN114182713B CN202111407477.8A CN202111407477A CN114182713B CN 114182713 B CN114182713 B CN 114182713B CN 202111407477 A CN202111407477 A CN 202111407477A CN 114182713 B CN114182713 B CN 114182713B
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Abstract
The invention relates to a bearing capacity prediction method based on water content, which comprises the following steps: acquiring a load-sedimentation curve according to the water content of the soil layer to be predicted; determining a soil layer correction coefficient according to the load-settlement curve; determining the thickness and the volume weight average value of a soil layer to be predicted; and predicting the bearing capacity according to the thickness of the soil layer to be predicted and the soil layer correction coefficient. According to the bearing capacity prediction method based on the water content, firstly, the load-settlement curve is obtained according to the water content of the soil layer to be predicted, and then the bearing capacity of the soil layer to be predicted is predicted based on the curve, the thickness of the soil layer to be predicted and the volume-weight average value, so that a feasible bearing capacity prediction method considering the influence of the water content of the foundation on the bearing capacity is provided for geotechnical engineering investigation design work, and the prediction value is more accurate.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering investigation design, in particular to a bearing capacity prediction method based on water content.
Background
In geotechnical engineering investigation design, foundation bearing capacity is a very important parameter, and is an important index for ensuring reasonable and reliable foundation treatment and foundation design scheme.
At present, geotechnical engineering investigation design specifications have no clear requirement on the problem that the bearing capacity is influenced by the water content of the foundation, and the problem is also considered in the actual investigation design process.
Disclosure of Invention
First, the technical problem to be solved
In view of the above-mentioned drawbacks and disadvantages of the prior art, the present invention provides a method for predicting a bearing capacity based on a water content.
(II) technical scheme
In order to achieve the above purpose, the main technical scheme adopted by the invention comprises the following steps:
a method of predicting load bearing capacity based on moisture content, the method comprising:
s101, acquiring a load-sedimentation curve according to the water content of a soil layer to be predicted;
s102, determining soil layer correction coefficients according to the load-settlement curve;
s103, determining the thickness and the volume weight average value of the soil layer to be predicted;
s104, predicting the bearing capacity according to the thickness of the soil layer to be predicted and the soil layer correction coefficient.
Optionally, the S101 includes:
s101-1, carrying out a static load experiment on a soil layer according to the water content of the soil layer to be predicted, and determining different loads and corresponding sedimentation values;
and S101-2, drawing the corresponding relation between different loads and sedimentation values into a load-sedimentation curve.
Alternatively, the static load test is:
s201, determining an experimental area in the soil layer, determining a load initial value and adjusting a step length;
s202, determining a current pressure value as the load initial value;
s203, after loading the current pressure value to the test area, measuring the sedimentation value of the soil layer of the test area every half an hour, and if the difference between the current sedimentation value and the sedimentation value measured at the previous time is smaller than a first preset threshold value, determining the average value of the two sedimentation values as the sedimentation value corresponding to the front pressure value;
s204, recording the corresponding relation between the load corresponding to the front pressure value and the sedimentation value;
and S205, after the current pressure value is increased by an adjustment step, repeating S203 and S204 until the soil layer of the test area is damaged.
Optionally, the determining the initial load value includes:
the initial load value is determined by the following formula:
wherein f 0 As an initial load value, w is the water content of the soil layer to be predicted, S 0 For the area of the test area, h 0 The thickness of the soil layer in the test area.
Optionally, confirming that the test zone soil layer is destroyed if one of the following conditions is satisfied:
the soil layer of the test area is extruded laterally;
when the corresponding relation between the load and the sedimentation value and the corresponding relation between the previous load and the sedimentation value change is larger than a preset condition;
the difference between the sedimentation value measured at present and the sedimentation value measured at last is not satisfied by the measured values of the continuous preset times and is smaller than the first preset threshold value.
Optionally, the step S101-2 includes:
sequentially taking a corresponding relation between the load and the sedimentation value according to the sequence from small to large;
drawing the acquired corresponding relation as a point in a coordinate system, wherein the abscissa of the coordinate system is a load, and the ordinate is a sedimentation value;
and connecting all points to form a load-sedimentation curve.
Optionally, after step S205, the method further includes:
and recording the rebound value of the soil layer in the test area after the test is stopped.
Optionally, the S102 includes:
s102-1, determining slopes of two adjacent points in the load-settlement curve;
s102-2, determining the maximum slope;
s102-3, the phase corresponding to the maximum slopeOf the adjacent two points, the point with a large load has a load f 1 And sedimentation value S 1 ；
S102-4, soil layer correction coefficient is f 1 /(S 1 -delta), wherein delta is the rebound value.
Optionally, the S104 includes:
the bearing capacity is predicted by the following formula:
f＝b*ω+G*h
wherein f is bearing capacity, b is soil layer correction coefficient, omega is deformation, h is thickness of the soil layer to be predicted, and G is volume weight average value of the soil layer to be predicted.
Optionally, the static load experiment is implemented by a pressure loading device;
the deformation is calculated by the following formula:
ω＝ω 0 *d 0 *f 2 /S 2 ；
wherein omega 0 D, the material deformation coefficient of the pressure loading equipment is d 0 For the diameter of the pressure loading device, f 2 For the load at the point of the load-sedimentation curve where the load is smallest, S 2 Is the sedimentation value of the point of the load-sedimentation curve where the load is smallest.
(III) beneficial effects
According to the bearing capacity prediction method based on the water content, a load-sedimentation curve is obtained according to the water content of a soil layer to be predicted; determining a soil layer correction coefficient according to the load-settlement curve; determining the thickness and the volume weight average value of a soil layer to be predicted; and predicting the bearing capacity according to the thickness of the soil layer to be predicted and the soil layer correction coefficient. According to the bearing capacity prediction method based on the water content, firstly, the load-settlement curve is obtained according to the water content of the soil layer to be predicted, and then the bearing capacity of the soil layer to be predicted is predicted based on the curve, the thickness of the soil layer to be predicted and the volume-weight average value, so that a feasible bearing capacity prediction method considering the influence of the water content of the foundation on the bearing capacity is provided for geotechnical engineering investigation design work, and the prediction value is more accurate.
Drawings
Fig. 1 is a schematic flow chart of a method for predicting bearing capacity based on water content according to an embodiment of the present invention;
FIG. 2 is a schematic structural diagram of a pressure loading device for implementing a static load test according to an embodiment of the present invention;
fig. 3 is a schematic diagram of a load-settling curve according to an embodiment of the present invention.
Detailed Description
The invention will be better explained by the following detailed description of the embodiments with reference to the drawings.
In geotechnical engineering investigation design, foundation bearing capacity is a very important parameter, and is an important index for ensuring reasonable and reliable foundation treatment and foundation design scheme. At present, geotechnical engineering investigation design specifications have no clear requirement on the problem that the bearing capacity is influenced by the water content of the foundation, and the problem is also considered in the actual investigation design process.
Based on the method, the invention provides a bearing capacity prediction method based on the water content, and a load-sedimentation curve is obtained according to the water content of a soil layer to be predicted; determining a soil layer correction coefficient according to the load-settlement curve; determining the thickness and the volume weight average value of a soil layer to be predicted; and predicting the bearing capacity according to the thickness of the soil layer to be predicted and the soil layer correction coefficient. According to the bearing capacity prediction method based on the water content, firstly, the load-settlement curve is obtained according to the water content of the soil layer to be predicted, and then the bearing capacity of the soil layer to be predicted is predicted based on the curve, the thickness of the soil layer to be predicted and the volume-weight average value, so that a feasible bearing capacity prediction method considering the influence of the water content of the foundation on the bearing capacity is provided for geotechnical engineering investigation design work, and the prediction value is more accurate.
Referring to fig. 1, the implementation flow of the method for predicting bearing capacity based on water content provided in this embodiment is as follows:
s101, acquiring a load-sedimentation curve according to the water content of the soil layer to be predicted.
In particular, the method comprises the steps of,
s101-1, carrying out static load experiments on the soil layer according to the water content of the soil layer to be predicted, and determining different loads and corresponding sedimentation values.
For the static load experiments, the experimental procedure was as follows:
s201, determining an experimental area in the soil layer, determining a load initial value, and adjusting a step size.
Wherein the initial load value is determined by the following formula:
wherein f 0 As the initial load value, w is the water content of the soil layer to be predicted, S 0 For the area of the test area, h 0 The thickness of the soil layer in the test area.
In addition, the adjustment step length is a preset empirical value, for example, the adjustment step length is half of the initial load value.
S202, determining the current pressure value as a load initial value.
And S203, after loading the current pressure value to the test area, measuring the sedimentation value of the soil layer of the test area every half an hour, and if the difference between the current sedimentation value and the sedimentation value measured in the previous time is smaller than a first preset threshold value, determining the average value of the two sedimentation values as the sedimentation value corresponding to the previous pressure value.
The first preset threshold is a preset empirical value, such as 0.1mm.
S204, recording the corresponding relation between the load corresponding to the pre-pressure value and the sedimentation value.
And S205, after the current pressure value is increased by the adjustment step, repeating S203 and S204 until the soil layer of the test area is damaged.
Wherein, if one of the following conditions is satisfied, confirming that the soil layer of the test area is damaged:
the soil layer of the test area is squeezed out laterally.
When the corresponding relation between the load and the sedimentation value and the corresponding relation between the previous load and the sedimentation value change is larger than a preset condition. I.e. the sedimentation s increases rapidly.
The difference between the sedimentation value measured at present and the sedimentation value measured at last is not satisfied by the measured values of the continuous preset times and is smaller than the first preset threshold value.
For example, a dead load experiment was performed using the pressure loading apparatus shown in fig. 2.
1. Determining the initial load value f 0 And adjusting the step length.
2. The current pressure value is taken as a load initial value f 0 。
3. Loading the current pressure value f into the test area by a pressure loading device 0 After that, the sedimentation value s of the soil layer in the test area is measured for half an hour 00 Measuring the sedimentation value s of soil layer in one-time test area in one hour 01 If s 01 -s 00 Not less than a first preset value, measuring the sedimentation value s of the soil layer of the primary test area for one half hour 02 If s 02 -s 01 Is smaller than the first preset value, then
And determining a sedimentation value corresponding to the front pressure value. If s is 02 -s 01 And measuring the sedimentation value of the soil layer of the test area every half an hour until the difference between the sedimentation value measured currently and the sedimentation value measured previously is smaller than a first preset threshold value, and determining the average value of the two sedimentation values as the sedimentation value corresponding to the previous pressure value.
4. Record f 0 And
corresponding relation of (3).
5、f 0 After +adjusting the step size, 3, 4 are repeatedly performed. Then f 0 After +2 x adjustment step, 3, 4 are repeated until the soil layer of the test area is destroyed.
In addition, the rebound value of the soil layer in the test area after the test is stopped is recorded.
The rebound value is the absolute value of the difference between the sedimentation value obtained last time before the soil layer of the test area is destroyed and the sedimentation value when the test is stopped for 48 hours.
And S101-2, drawing the corresponding relation between different loads and sedimentation values into a load-sedimentation curve.
For example, 1) the correspondence between one load and the sedimentation value is sequentially taken in the order of the load from small to large. 2) And drawing the acquired corresponding relation as a point in a coordinate system, wherein the abscissa of the coordinate system is the load (p), and the ordinate is the sedimentation value(s). 3) And connecting all points to form a load-sedimentation curve.
As shown in fig. 2, static load experiments are performed on 3 points (test 1#, test 2#, test 3#, respectively) of the soil layer to be predicted to obtain a load-settlement curve.
S102, determining soil layer correction coefficients according to the load-settlement curve.
In particular, the method comprises the steps of,
s102-1, determining the slopes of two adjacent points in the load-settlement curve.
S102-2, determining the maximum slope.
S102-3, loading f of the point with large load among the two adjacent points corresponding to the maximum slope 1 And sedimentation value S 1 。
S102-4, soil layer correction coefficient is f 1 /(S 1 -delta), wherein delta is the rebound value.
The soil layer correction factor characterizes the maximum slope in the load-settlement curve. The load and the sedimentation value can influence the deformation of the land, so that the soil layer correction coefficient reflects the influence condition of the rapid increase point of sedimentation on the land deformation.
S103, determining the thickness and the volume weight average value of the soil layer to be predicted.
The present step adopts the existing determination scheme, and will not be described here again.
S104, predicting the bearing capacity according to the thickness of the soil layer to be predicted and the soil layer correction coefficient.
Specifically, the bearing capacity is predicted by the following formula:
f＝b*ω+G*h
wherein f is the bearing capacity, b is the soil layer correction coefficient, omega is the deformation, h is the thickness of the soil layer to be predicted, and G is the volume weight average value of the soil layer to be predicted.
The deformation is calculated by the following formula:
ω＝ω 0 *d 0 *f 2 /S 2 。
wherein omega 0 Is the material deformation coefficient of the pressure loading equipment, d 0 For the diameter of the pressure-loading device, f 2 For the load at the point of the load-sedimentation curve where the load is smallest, S 2 Is the sedimentation value of the point of the load-sedimentation curve where the load is smallest.
According to the bearing capacity prediction method based on the water content, a load-sedimentation curve is obtained according to the water content of a soil layer to be predicted; determining a soil layer correction coefficient according to the load-settlement curve; determining the thickness and the volume weight average value of a soil layer to be predicted; and predicting the bearing capacity according to the thickness of the soil layer to be predicted and the soil layer correction coefficient. According to the bearing capacity prediction method based on the water content, firstly, the load-settlement curve is obtained according to the water content of the soil layer to be predicted, and then the bearing capacity of the soil layer to be predicted is predicted based on the curve, the thickness of the soil layer to be predicted and the volume-weight average value, so that a feasible bearing capacity prediction method considering the influence of the water content of the foundation on the bearing capacity is provided for geotechnical engineering investigation design work, and the prediction value is more accurate.
In order that the above-described aspects may be better understood, exemplary embodiments of the present invention will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present invention are shown in the drawings, it should be understood that the present invention may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the invention to those skilled in the art.
It will be appreciated by those skilled in the art that embodiments of the present invention may be provided as a method, system, or computer program product. Accordingly, the present invention may take the form of an entirely hardware embodiment, an entirely software embodiment or an embodiment combining software and hardware aspects. Furthermore, the present invention may take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, and the like) having computer-usable program code embodied therein.
The present invention is described with reference to flowchart illustrations and/or block diagrams of methods, apparatus (systems) and computer program products according to embodiments of the invention. It will be understood that each flow and/or block of the flowchart illustrations and/or block diagrams, and combinations of flows and/or blocks in the flowchart illustrations and/or block diagrams, can be implemented by computer program instructions.
It should be noted that in the claims, any reference signs placed between parentheses shall not be construed as limiting the claim. The word "comprising" does not exclude the presence of elements or steps not listed in a claim. The word "a" or "an" preceding an element does not exclude the presence of a plurality of such elements. The invention may be implemented by means of hardware comprising several distinct elements, and by means of a suitably programmed computer. In the claims enumerating several means, several of these means may be embodied by one and the same item of hardware. The use of the terms first, second, third, etc. are for convenience of description only and do not denote any order. These terms may be understood as part of the component name.
Furthermore, it should be noted that in the description of the present specification, the terms "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to a specific feature, structure, material, or characteristic described in connection with the embodiment or example being included in at least one embodiment or example of the present invention. In this specification, schematic representations of the above terms are not necessarily directed to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, the different embodiments or examples described in this specification and the features of the different embodiments or examples may be combined and combined by those skilled in the art without contradiction.
While preferred embodiments of the present invention have been described, additional variations and modifications in those embodiments may occur to those skilled in the art upon learning the basic inventive concepts. Therefore, the appended claims should be construed to include preferred embodiments and all such variations and modifications as fall within the scope of the invention.
It will be apparent to those skilled in the art that various modifications and variations can be made to the present invention without departing from the spirit or scope of the invention. Thus, the present invention should also include such modifications and variations provided that they come within the scope of the following claims and their equivalents.
Claims (3)
1. A method for predicting bearing capacity based on water content, the method comprising:
s101, acquiring a load-sedimentation curve according to the water content of a soil layer to be predicted;
the S101 includes:
s101-1, carrying out a static load experiment on a soil layer according to the water content of the soil layer to be predicted, and determining different loads and corresponding sedimentation values;
the static load experiment is as follows:
s201, determining a test area in the soil layer, determining a load initial value and adjusting a step length;
s202, determining a current pressure value as the load initial value;
s203, after loading the current pressure value to the test area, measuring the sedimentation value of the soil layer of the test area every half an hour, and if the difference between the current sedimentation value and the sedimentation value measured at the previous time is smaller than a first preset threshold value, determining the average value of the two sedimentation values as the sedimentation value corresponding to the front pressure value;
s204, recording the corresponding relation between the load corresponding to the front pressure value and the sedimentation value;
s205, after increasing the current pressure value by an adjustment step length, repeatedly executing S203 and S204 until the soil layer of the test area is damaged;
after step S205, further includes: recording the rebound value of the soil layer of the test area after stopping the test;
s101-2, drawing the corresponding relation between different loads and sedimentation values into a load-sedimentation curve;
the S101-2 comprises:
sequentially taking a corresponding relation between the load and the sedimentation value according to the sequence from small to large;
drawing the acquired corresponding relation as a point in a coordinate system, wherein the abscissa of the coordinate system is a load, and the ordinate is a sedimentation value;
connecting each point to form a load-sedimentation curve;
s102, determining soil layer correction coefficients according to the load-settlement curve;
the S102 includes:
s102-1, determining slopes of two adjacent points in the load-settlement curve;
s102-2, determining the maximum slope;
s102-3, loading f of the point with large load among the two adjacent points corresponding to the maximum slope 1 And sedimentation value S 1 ；
S102-4, soil layer correction coefficient is f 1 /(S 1 -delta), wherein delta is the rebound value;
s103, determining the thickness and the volume weight average value of the soil layer to be predicted;
s104, predicting bearing capacity according to the thickness of the soil layer to be predicted and the soil layer correction coefficient;
the predicted bearing capacity formula:
f＝b*ω+G*h
wherein f is bearing capacity, b is soil layer correction coefficient, omega is deformation, h is thickness of the soil layer to be predicted, and G is volume weight average value of the soil layer to be predicted;
the static load experiment is realized through pressure loading equipment;
calculating a deformation formula:
ω＝ω 0 *d 0 *f 2 /S 2 ；
wherein omega 0 D, the material deformation coefficient of the pressure loading equipment is d 0 For the diameter of the pressure loading device, f 2 For the load at the point of the load-sedimentation curve where the load is smallest, S 2 For the loading-Sedimentation value at the point of the sedimentation curve where the load is smallest.
2. The method of claim 1, wherein the determining the initial load value comprises:
the initial load value is determined by the following formula:
wherein f 0 As an initial load value, w is the water content of the soil layer to be predicted, S 0 For the area of the test area, h 0 The thickness of the soil layer in the test area.
3. The method of claim 1, wherein the test zone soil layer is confirmed to be damaged if one of the following conditions is met:
the soil layer of the test area is extruded laterally;
when the corresponding relation between the load and the sedimentation value and the corresponding relation between the previous load and the sedimentation value change is larger than a preset condition;
the difference between the sedimentation value measured at present and the sedimentation value measured at last is not satisfied by the measured values of the continuous preset times and is smaller than the first preset threshold value.
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