CN113250172B - Method for determining bearing capacity of cohesive soil foundation based on shear wave velocity - Google Patents
Method for determining bearing capacity of cohesive soil foundation based on shear wave velocity Download PDFInfo
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- CN113250172B CN113250172B CN202110642825.3A CN202110642825A CN113250172B CN 113250172 B CN113250172 B CN 113250172B CN 202110642825 A CN202110642825 A CN 202110642825A CN 113250172 B CN113250172 B CN 113250172B
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- E—FIXED CONSTRUCTIONS
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil
Abstract
The application provides a method for determining cohesive soil foundation bearing capacity based on shear wave velocity, which comprises the following steps: obtaining the transverse wave velocity of the field; removing wave velocity abnormal points by utilizing normal distribution; regression is carried out to obtain a correlation formula of the shear wave velocity and the standard penetration number; calculating the penetration number of the cohesive soil by using a formula; and determining the bearing capacity of the foundation by using a standard lookup table according to the penetration number and the pore ratio. The method has the effects that the direct connection of the transverse wave velocity and the standard penetration two mature technologies is established, then the restraint is carried out through the measured data and the standard, and the foundation bearing capacity of the cohesive soil is determined through table lookup according to the standard. Compared with the conventional exploration method, the method has the advantages that the influence of factors such as air temperature, forest regions, traffic and topography on the ground exploration progress can be greatly weakened, the workload of in-situ test objects is reduced, the geological exploration efficiency is greatly improved, the exploration period is shortened by over 60%, and a new technical means is provided for determining the bearing capacity of the cohesive soil foundation better and faster.
Description
Technical Field
The invention relates to the technical field of determining the bearing capacity of a cohesive soil foundation of a high-speed railway, in particular to a method for determining the bearing capacity of the cohesive soil foundation based on the shear wave velocity.
Background
The railway construction is changed from a quantity scale type to a quality benefit type, the construction area is gradually expanded to areas such as difficult and complex mountainous areas, forest areas, high and steep terrains, high altitude and the like, more and more newly constructed railways pass through mountainous areas with very complex terrain and geological conditions, and meanwhile, the requirements of increasing environmental protection and construction period are met, and the conventional exploration means are increasingly difficult to meet the exploration requirements of high precision and tight construction period of high-speed rails. Moreover, the geological conditions of the mountainous terrain are generally complex, the types of unfavorable geologic bodies are various, the exploration precision is improved, and the major challenge of engineering investigation is to avoid missing major unfavorable geology. Basic investigation needs to be strengthened to provide basic guarantee for building fine railway engineering.
The bearing capacity of the foundation is one of important indexes of high-speed railway design and is an important geotechnical parameter required to be provided by engineering investigation. The engineering cost difference of the bridge, the roadbed and other projects with different foundation bearing capacities is great, and the inaccurate foundation bearing capacity can cause inaccurate project capital budget, so that the project is difficult to advance. Different foundation bearing capacities also influence the selection of construction technology and protective measures, and the inaccurate foundation bearing capacity brings great quality and safety problems. The bearing capacity of the foundation is the basis for selecting a construction method, and is the basis for scientific management, correct evaluation of economic benefit, determination of loads on the structure, determination of the type and size of the structure, establishment of labor quota, material consumption standard and the like.
Rock and soil are generally divided into cover layers and bedrocks, the bearing capacity of the bedrocks is generally high, and the impact on the safety of engineering construction is small. Cohesive soil is used as common rock soil, the bearing capacity of the cohesive soil is often uneven, the influence of the moisture content, the pore ratio, the cause and the formation age is large, and the influence on the engineering cost and the measure selection is large.
In the investigation and design stage, three methods are mainly used for determining the bearing capacity of the cohesive soil foundation: (1) in-situ test method: determining the bearing capacity through a field direct test (such as flat plate load and a standard penetration test); (2) theoretical formula method: calculating the bearing capacity by using a theoretical formula according to the actually measured shear strength index of the soil; (3) and (3) standard table method: and obtaining the bearing capacity by checking the table listed in the specification according to the indoor test index, the field test index or the field identification index (such as compactness and porosity).
All three methods rely on the success of drilling in situ by the drilling rig. The in-situ test has limited measurement depth, consumes time and labor; the theoretical formula method and the standard table method also depend on samples obtained by drilling and in-situ test results, the workload is large, the test period is long, the limitation by the terrain is obvious, and the problem encountered by the current railway engineering exploration is difficult to solve. Moreover, the methods are usually in a point-to-surface mode, continuous geological results cannot be obtained, the requirements of design precision and adjustment cannot be met, and the foundation bearing capacity of a specified position cannot be determined under the condition of lacking drilling.
For higher and higher high-speed rail geological survey requirements, the existing common technology for determining the bearing capacity of the foundation has the defects of different degrees, and a simple, convenient and quick practical method is urgently needed to solve the problem.
Disclosure of Invention
In view of the above exploration problems and requirements, the embodiment of the application aims to provide a method for determining the bearing capacity of a cohesive soil foundation by using the shear wave velocity, the relation between the shear wave velocity and the standard penetration number is obtained by performing linear regression on the shear wave velocity, the bearing capacity of the foundation is determined by using a specification table, the influence of factors such as air temperature, forest zones, traffic and topography on the ground exploration progress can be greatly weakened, the workload of in-situ test objects is reduced, and the geological exploration efficiency is greatly improved.
The invention provides a method for determining cohesive soil foundation bearing capacity based on shear wave velocity, which comprises the following steps: s1, obtaining the transverse wave velocity of the field; s2, removing wave velocity abnormal points by normal distribution; s3, obtaining a relation between the transverse wave velocity and the penetration number through a regression curve; s4, calculating the penetration number of the cohesive soil by using the relational expression; and S5, determining the bearing capacity of the foundation by using a specification lookup table according to the penetration number and the pore ratio.
Preferably, in S1, when the site shear wave velocity is obtained, the method includes: collecting a transverse wave data set by adopting small intervals, and processing and inverting the transverse wave data in the transverse wave data set to obtain a high-precision transverse wave velocity value; and calculating the intersection point of the engineering shear wave velocity numerical values for the high-precision shear wave velocity numerical values, and extracting the shear wave velocity of the specified area.
Further preferably, when the transverse wave data is collected, the collection track interval is set to be 5-10 m.
Further preferably, when the transverse wave data is collected, the consistency of the detector is kept to be more than 95%, and the signal-to-noise ratio of the original data is more than 2.
Further preferably, in the step S2, when the abnormal point of the wave velocity is removed by the normal distribution, the method includes: and carrying out statistical analysis on the obtained field transverse wave velocity, carrying out normal distribution fitting on the field transverse wave velocity, and filtering out transverse wave velocity abnormal points falling in a small probability interval.
More preferably, in S3, the regression curve is obtained by fitting a regression curve between the shear wave velocity and the measured standard penetration number by using excel and using a least square method according to the shear wave velocity interval.
Further preferably, goodness-of-fit R is selected from the fitted curve2A fitted curve of =0.8079, and the relation between the transverse wave velocity and the penetration number is obtained and expressed by the following formula:
Further preferably, in step S5, the foundation bearing capacity is determined according to the normalized table by the following method: searching a specification table according to the standard penetration number to obtain the plastic state and the liquidity index of the cohesive soil corresponding to the standard penetration number; determining the range of the porosity ratio of the cohesive soil in the designated area according to the plastic state and the liquidity index; and determining the foundation bearing capacity of the cohesive soil according to the liquidity index and the porosity ratio.
The method for determining the bearing capacity of the cohesive soil foundation by the transverse wave velocity provided by the embodiment of the application; compared with the prior art, the method has stronger applicability and quantificational property, overcomes the terrain constraint and the construction period limitation of complex terrain on exploration, and makes up the defect that drilling cannot be continuously explored; direct connection between the transverse wave velocity and the standard penetration technology is established, restraint is carried out through measured data and a standard, and the foundation bearing capacity of the cohesive soil is determined through table lookup according to the standard. Compared with the conventional exploration method, the method has the advantages that the influence of factors such as air temperature, forest regions, traffic and topography on the land exploration can be greatly weakened, the workload of in-situ test objects is reduced, the geological exploration efficiency is greatly improved, the exploration period is shortened by over 60 percent, a new technical means is provided for determining the bearing capacity of the cohesive soil foundation better and faster, and a reliable basis is provided for engineering design of bridges, roadbeds and the like of high-speed railways better and faster.
Drawings
Fig. 1 is a flowchart illustrating a method for determining a bearing capacity of a cohesive soil foundation according to a shear wave velocity according to an embodiment of the present disclosure.
Fig. 2 is a schematic diagram illustrating a regression curve of the transverse wave velocity and the penetration number according to an embodiment of the present application;
fig. 3 is a surface wave survey result of a certain bridge engineering provided in the embodiment of the present application.
Detailed Description
The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only a part of the embodiments of the present application, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
The geophysical prospecting transverse wave detection technology is mature, the instrument is light and convenient, the efficiency is high, the requirement on the field is low, continuous results can be obtained, and the method is the preferred method for solving the problems. The transverse wave velocity is the same as the penetration value, so that the hardness and softness of the soil can be reflected, the hardness and softness of the soil are related, and the hardness and softness of the soil are the macroscopic expression of the bearing capacity of the soil body. Therefore, a simple mathematical model can be found theoretically and mathematically, the relation between the field transverse wave velocity and the standard penetration number of the foundation soil layer is established, and the bearing capacity of the cohesive soil is deduced and determined according to the existing standard and the actual measurement data correction and constraint.
The invention provides a method for determining cohesive soil foundation bearing capacity based on shear wave velocity, which comprises the following steps:
s1, obtaining the transverse wave velocity of the field; preferably, in S1, when the site shear wave velocity is obtained, the method includes: collecting a transverse wave data set by adopting small intervals, and processing and inverting the transverse wave data in the transverse wave data set to obtain a high-precision transverse wave velocity value; and calculating the intersection point of the engineering shear wave velocity numerical values for the high-precision shear wave velocity numerical values, and extracting the shear wave velocity of the specified area. Specifically, commercial wafer software is used for calculating the intersection points of the engineering transverse wave velocity numerical values of bridges, roadbeds and the like, and extracting the transverse wave velocity of the designated area. And when the transverse wave data is collected, the collection track interval is set to be 5-10 m. When the transverse wave data is collected, the data collection is preferably carried out at quiet night, the consistency of the detector is kept to be more than 95%, and the signal-to-noise ratio of the original data is more than 2. The number of the statistical shear wave velocity values is more than 40, and the more the data samples are, the closer the regression formula is to the real situation.
S2, removing wave velocity abnormal points by normal distribution; in step S2, when the abnormal point of the wave velocity is removed by the normal distribution, the method includes: and carrying out statistical analysis on the obtained field transverse wave velocity, carrying out normal distribution fitting on the field transverse wave velocity, and filtering out transverse wave velocity abnormal points falling in a small probability interval.
Because the transverse wave velocities of different rock-soil are greatly influenced by differences of influence of lithology, hydrological conditions, weathering and the like, the transverse wave velocity of a single lithology is subject to normal distribution under the condition of large data volume. According to the theory of normal distribution, when the probability density function is less than one value, the probability density function can be understood as a small probability event, and the small probability event is almost impossible to occur according to the mathematical theory, so that the value of the wave speed of the shear wave of which the original data is positioned outside the interval is deleted, and the data outside the normal distribution is considered as an abnormal value.
S3, obtaining a relation between the transverse wave velocity and the penetration number through a regression curve; preferably, in S3, the regression curve is obtained by fitting a regression curve between the shear wave velocity and the measured standard penetration number in excel according to the shear wave velocity interval by the least square method.
In the research, according to the relation between the speed of 45 groups of actually measured shear waves (one type of transverse waves) and the penetration number of actually measured cohesive soil (8 groups of abnormal values are removed from 53 groups of actually measured data), a correlation curve of the speed and the penetration number of the actually measured cohesive soil is fitted through least square regression (figure 1). After comparing various relations such as linearity, exponent, polynomial and the like, the logarithmic relation with the best fitting degree is adopted as follows:
Wherein:
is the number of standard penetration, v is the measured shear wave velocity, R2Is the goodness of fit (the closer to 1, the better the fit).
S4, calculating the penetration number of the cohesive soil by using the relational expression;
and S5, determining the bearing capacity of the foundation by using a specification lookup table according to the penetration number and the pore ratio. Further preferably, in step S5, the foundation bearing capacity is determined according to the normalized table by the following method: searching a specification table according to the standard penetration number to obtain the plastic state and the liquidity index of the cohesive soil corresponding to the standard penetration number; determining the range of the cohesive soil porosity ratio of the designated area according to the measured value or the area empirical value; and determining the foundation bearing capacity of the cohesive soil according to the liquidity index and the porosity ratio. In a specific embodiment, the plastic state of the cohesive soil corresponding to the penetration number is obtained by using the penetration number lookup table 1 obtained in the step four.
TABLE 1 Clay soil plasticity State partitioning
On the basis of the obtained plastic state and liquidity index of the cohesive soil, the pore ratio range of the cohesive soil in a specified area needs to be determined through actual measurement or regional experience. And finally, determining the foundation bearing capacity of the cohesive soil layer through table look-up (table 3) according to the liquidity index and the porosity ratio.
In practical application, the less favorable condition in the liquidity index determined in the step five is adopted to determine the range of the bearing capacity of the foundation according to the standard table lookup. And fifthly, calculating to obtain the plastic state of the cohesive soil as soft plastic, and during table lookup, selecting the liquidity index according to 0.9-1.0 (unfavorable condition in the soft plastic range). The void ratio is also considered to be in a less favorable range of 0.9 to 1.0. The foundation bearing capacity of the cohesive soil layer is estimated to be within the range of 110-140 kPa according to the mode (an inclined body part in the table 2).
TABLE 2Q4Basic bearing capacity sigma of fluvial and flood cohesive soil foundation0 (kPa)
Example 1.
And (3) counting the penetration number of the drilled shear wave and the cohesive soil which have already finished exploration in the northeast region, collecting transverse wave data corresponding to the region, wherein the counting is carried out on 53 layers of cohesive soil sample points of 18 drilled holes, and 8 obvious abnormal points need to be removed in the counting process.
The collected data is normally distributed, and data outside the probability density function of 99.7% needs to be removed.
The method comprises the steps of collecting transverse wave data by a transverse wave seismograph, enabling the point distance to be 5m, conducting filtering and deconvolution, finally conducting inversion to obtain a transverse wave velocity profile of the area, conducting gridding by sufer software according to a Kriging difference method, enabling the gridding distance to be 5m x 5m, utilizing MapGen software to extract transverse wave velocities of projects such as bridges and roadbeds, enabling the interval of the transverse wave velocities to be 5m, and conducting statistical result analysis according to the table 1. The engineering mileage of bridges, roadbeds and the like is obtained through actual measurement, and the lithology is obtained according to drilling data.
And (3) calculating the penetration number (table 3) of the cohesive soil at different positions according to a formula (formula 1) obtained by statistics in the third step according to the actually measured surface wave result (SW-X is a geophysical transverse wave velocity test point, and figure 3). According to the comparison of the in-situ test and the standard penetration number calculated by the novel method, data show that only 1 sample with the error of more than 30 percent (the accuracy rate is 90 percent) and 3 samples with the error of more than 20 percent (the accuracy rate is 70 percent) in 10 comparison samples, the calculated value is generally smaller than an actual measured value and is more conservative, and the calculation precision of the formula can meet the requirement of the initial design of the high-speed railway.
TABLE 3 comparison table of penetration number of cohesive soil
In addition to the above-described methods and apparatus, embodiments of the present application may also be a computer program product comprising computer program instructions that, when executed by a processor, cause the processor to perform the steps in the methods according to the various embodiments of the present application described in the "exemplary methods" section of this specification, above.
The block diagrams of devices, apparatuses, systems referred to in this application are only given as illustrative examples and are not intended to require or imply that the connections, arrangements, configurations, etc. must be made in the manner shown in the block diagrams. These devices, apparatuses, devices, systems may be connected, arranged, configured in any manner, as will be appreciated by those skilled in the art. Words such as "including," "comprising," "having," and the like are open-ended words that mean "including, but not limited to," and are used interchangeably therewith. The words "or" and "as used herein mean, and are used interchangeably with, the word" and/or, "unless the context clearly dictates otherwise. The word "such as" is used herein to mean, and is used interchangeably with, the phrase "such as but not limited to".
It should also be noted that in the devices, apparatuses, and methods of the present application, the components or steps may be decomposed and/or recombined. These decompositions and/or recombinations are to be considered as equivalents of the present application.
The previous description of the disclosed aspects is provided to enable any person skilled in the art to make or use the present application. Various modifications to these aspects will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other aspects without departing from the scope of the application. Thus, the present application is not intended to be limited to the aspects shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
The foregoing description has been presented for purposes of illustration and description. Furthermore, the description is not intended to limit embodiments of the application to the form disclosed herein. While a number of example aspects and embodiments have been discussed above, those of skill in the art will recognize certain variations, modifications, alterations, additions and sub-combinations thereof.
Claims (8)
1. A method for determining the bearing capacity of a cohesive soil foundation based on the wave velocity of a shear wave is characterized by comprising the following steps:
s1, obtaining the transverse wave velocity of the field;
s2, removing wave velocity abnormal points by normal distribution;
s3, obtaining a relation between the transverse wave velocity and the penetration number through a regression curve;
s4, calculating the penetration number of the cohesive soil by using the relational expression;
and S5, determining the bearing capacity of the foundation by using a specification lookup table according to the penetration number and the pore ratio.
2. A method for determining a cohesive soil foundation bearing capacity based on a shear wave velocity as claimed in claim 1, wherein in S1, when the site shear wave velocity is obtained, the method comprises the following steps:
collecting a transverse wave data set by adopting small intervals, and processing and inverting the transverse wave data in the transverse wave data set to obtain a high-precision transverse wave velocity value;
and calculating the intersection point of the field transverse wave velocity numerical values according to the high-precision transverse wave velocity numerical values, and extracting the transverse wave velocity of the specified area.
3. The method for determining the bearing capacity of a cohesive soil foundation based on the shear wave velocity as claimed in claim 2, wherein when the shear wave data is collected, the collection track pitch is set to 5-10 m.
4. The method for determining the bearing capacity of the cohesive soil foundation based on the wave velocity of the transverse wave as claimed in claim 1, wherein when the transverse wave data are collected, the consistency of the wave detector is kept to be greater than 95%, and the signal-to-noise ratio of the original data is greater than 2.
5. A method for determining a cohesive soil foundation bearing capacity based on a shear wave velocity as claimed in claim 1, wherein in step S2, when the abnormal point of the wave velocity is removed by using a normal distribution, the following method is adopted:
and carrying out statistical analysis on the obtained field transverse wave velocity, carrying out normal distribution fitting on the field transverse wave velocity, and filtering out transverse wave velocity abnormal points falling in a small probability interval.
6. The method for determining the bearing capacity of the cohesive soil foundation based on the shear wave velocity as claimed in claim 2, wherein in S3, the regression curve is obtained by fitting the shear wave velocity to the actually measured standard penetration number by using excel through a least square method according to the shear wave velocity interval.
7. The method for determining the bearing capacity of a cohesive soil foundation based on the shear wave velocity of claim 6, wherein a goodness-of-fit R is selected from a fitted curve2=0.8079And fitting a curve to obtain a relational expression of the shear wave velocity and the standard penetration number, and expressing by adopting the following formula:
8. The method for determining the bearing capacity of a cohesive soil foundation based on the shear wave velocity as recited in claim 1, wherein in step S5, the bearing capacity of the foundation is determined according to a normalized table look-up by using the following method:
searching a specification table according to the standard penetration number to obtain the plastic state and the liquidity index of the cohesive soil corresponding to the standard penetration number;
determining the range of the cohesive soil porosity ratio of the designated area according to the measured value or the area empirical value;
and determining the foundation bearing capacity of the cohesive soil according to the liquidity index and the porosity ratio.
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Inventor after: Ma Yuan Inventor after: Miao Xinmiao Inventor after: Li Zhihua Inventor after: Cui Qingguo Inventor after: Yang Guojun Inventor after: Qin Haixu Inventor after: Qi Xiaoyu Inventor after: Zhou Xueming Inventor after: Liu Yonggao Inventor after: Guo Yun Inventor before: Ma Yuan Inventor before: Yue Liang Inventor before: Zhang Yingjie Inventor before: Ge Yuhui Inventor before: Zhao Luoming Inventor before: Gao Shuai Inventor before: Yin Chuanheng Inventor before: Zhang Wenteng Inventor before: Wang Kai Inventor before: Deng Jiwei Inventor before: Gao Wenfeng Inventor before: Liu Cheng Inventor before: Zhao Hai Inventor before: Zhang Guanjun Inventor before: Wang Guangshuai Inventor before: Nie Huxiao |
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Effective date of registration: 20220722 Address after: No. 109, East 7th Road, pilot free trade zone (Airport Economic Zone), Binhai New Area, Tianjin Patentee after: CHINA RAILWAY DESIGN Corp. Patentee after: China National Railway Group Co.,Ltd. Address before: No. 201, Ligang building, No. 82, West 2nd Road, Tianjin Binhai New Area pilot free trade zone (Airport Economic Zone) Patentee before: CHINA RAILWAY DESIGN Corp. |