CN113295850A - Tunnel surrounding rock quantitative rapid grading method and device based on multi-source data fusion - Google Patents
Tunnel surrounding rock quantitative rapid grading method and device based on multi-source data fusion Download PDFInfo
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Abstract
The invention relates to a quantitative and rapid grading method and device for tunnel surrounding rocks based on multi-source data fusion, and belongs to the field of tunnel surrounding rock monitoring. The method comprises the following steps: establishing a rock mass basic quality index expression by adopting a multivariate stepwise regression and discriminant analysis method; the square of the ratio of the longitudinal wave velocities of the rock mass and the rock mass; dividing the basic grade of the rock mass into 5 grades according to the BQ value; when the level of the engineering rock mass is determined, determining the influence coefficients Kl, K2 and K3 of underground water, a weak structural plane and a ground stress state on the basic quality BQ of the rock mass, and correcting the BQ according to a formula; the influence coefficient is determined according to an assignment table provided by national standards; integrating and classifying data; and obtaining each index. The method can realize advanced geological forecast and field test of highway tunnel construction, and hook field monitoring measurement data, the advanced geological forecast and the field test with surrounding rock classification, and has high application value.
Description
Technical Field
The invention belongs to the field of tunnel surrounding rock monitoring, and relates to a tunnel surrounding rock quantitative rapid grading method and device based on multi-source data fusion.
Background
The rock mass structure is varied, the load distribution mode and the size have randomness, ambiguity and unpredictability, the accurate determination of the stress state of the tunnel is difficult, the current tunnel structure design specification mostly adopts surrounding rock classification as a precondition of analog design, which is an objective reality of the current work, and the design and construction for many years are always done, if the surrounding rock classification is abandoned, the structural design (particularly the design of a tunnel construction site) is referred, some theoretical researches are carried out, and the practicability of the research result is worth thinking. The research on a new design method still needs to be combined with surrounding rock grading hook and design and construction habits, so that the research result is vital and can be widely applied.
At present, qualitative standards are mostly adopted for graded judgment of surrounding rocks in a tunnel construction site, so that the graded judgment of the surrounding rocks is very subjective, and inconvenience is brought to the on-site design and construction work of the tunnel. At present, most of highway tunnel construction requires field monitoring and measuring work, advanced geological forecast work and field test and testing work, field monitoring and measuring data, advanced geological forecast, field test and surrounding rock grading are hooked, and the tunnel surrounding rock quantitative and rapid grading method and system based on multi-source data fusion have important innovativeness and high application value.
Disclosure of Invention
In view of the above, the present invention provides a method and an apparatus for quantitative and rapid classification of tunnel surrounding rock based on multi-source data fusion.
In order to achieve the purpose, the invention provides the following technical scheme:
a tunnel surrounding rock quantitative rapid grading method based on multi-source data fusion comprises the following steps:
s1: establishing a rock mass basic quality index expression by adopting a multivariate stepwise regression and discriminant analysis method;
BQ＝90+3Rc+250Kv
in the formula: rc is the saturated compressive strength of the rock, and the unit is MPa; kv is the integrity coefficient of the rock mass and is defined as the square of the ratio of the longitudinal wave velocity of the rock mass to the longitudinal wave velocity of the rock mass; dividing the basic grade of the rock mass into 5 grades according to the BQ value;
s2: when the level of the engineering rock mass is determined, determining the influence coefficients Kl, K2 and K3 of underground water, a weak structural plane and a ground stress state on the basic quality BQ of the rock mass, and correcting the BQ according to a formula; the influence coefficient is determined according to an assignment table provided by national standards, and the specific formula is as follows:
[BQ]＝BQ－l00(K1+K2+K3)
correcting the BQ to obtain [ BQ ], and determining the engineering rock mass grade according to the [ BQ ];
s3: integrating and classifying data;
s4: and obtaining each index.
Optionally, the S3 specifically includes:
the data source of the strength Rc is a survey report;
the data source of the integrity index Kv is TGP forecasting and elastic wave testing;
the data source of the underground water correction coefficient K1 is advanced geological drilling and advanced transient battery prediction;
the data source of the soft structural surface correction coefficient K2 is geological compass test;
the data source of the ground stress correction factor K3 is a survey data or a field test.
Optionally, the S4 specifically includes:
1) uniaxial saturated compressive strength acquisition
Combining the values of the saturated uniaxial compressive strength with a geological survey report, judging the lithology and classification of the working face according to geological sketch of the working face, obtaining the saturated uniaxial compressive strength of the rock block by contrasting geological survey data, and obtaining the saturated uniaxial compressive strength of the rock block by adopting a point load test on site if the lithology or rock which is not involved in the geological survey report appears;
2) integrity index acquisition method
According to the existing standard rock integrity index, two methods are obtained, namely a joint fracture statistical analysis method and an elastic wave velocity method, wherein the joint fracture statistical analysis method is not strong in field operability and is difficult to implement, the elastic wave velocity method is assisted with wave velocity testing according to existing data, the elastic wave velocity of the rock body in front of a face is extracted through a TGP test result on the field, and meanwhile, the elastic wave velocity of the rock is obtained through selecting complete rock blocks on the face and adopting a sound wave instrument for testing;
KV＝(υpm÷υpv)2
3) groundwater correction factor
The groundwater correction coefficient is used as one of the correction coefficients of surrounding rock grading, the groundwater correction coefficient is obtained by utilizing the detection result of the transient battery, and the quantitative value standard of the test analysis result of the transient battery is shown in the table 2:
TABLE 2 analysis of groundwater influence correction coefficients based on geophysical results
4) Correction coefficient of weak structural plane
Acquiring attitude parameters of the main structural surface of the tunnel face by adopting a geological compass, and acquiring a correction coefficient of the weak structural surface;
5) correction coefficient of ground stress
And correcting the ground stress of the conventional tunnel according to the resistance report value.
The device for quantitatively and rapidly grading the tunnel surrounding rock based on the multi-source data fusion based on the method comprises the following steps:
the geological survey report surrounding rock strength Rc module is used for geological survey, field test and analysis of laboratory surrounding rock parameter data to obtain geological distribution conditions of a tunnel site area, positions of faults and karst sections and approximate distribution conditions of different mileage surrounding rock grades, and judges a basic quality index BQ of the surrounding rock;
the integrity index Kv module is used for collecting radar images formed by reflection of the TGP on different lithology, faults, joints, broken zones and corrosion channel electromagnetic waves of surrounding rocks; calculating the elastic longitudinal wave speed of the rock mass measured by the elastic waves at different engineering geological rock groups and representative points, and judging the integrity index of the rock mass;
the ground stress correction coefficient K3 module is used for obtaining a correction value of an initial stress state according to field tests or the phenomenon of excavation process of different surrounding rocks under the action of ground stress;
the weak structural surface correction coefficient K2 module judges the included angle between the trend of the structural surface and the axis of the hole, the inclination angle of the structural surface and the correction value of the weak structural surface by means of a compass, geological survey data and test data of advanced geological prediction;
the underground water correction coefficient K1 module is used for collecting and recording the resistivity change conditions of the water-rich karst caves, the water-containing faults and the water-containing fractures in front of the tunnel face by means of the Faraday electromagnetic induction principle so as to judge the underground water correction value of the tunnel site area;
the face information and graph acquisition module is used for recording and collecting face stratum information and predicting the surrounding rock change trend in front of the face by means of geological data;
and the result output module is used for predicting the surrounding rock level in front of the tunnel face by a certain distance according to the input parameters.
The invention has the beneficial effects that: the advanced geological forecast and the field test of the highway tunnel construction can be realized, the field monitoring measurement data, the advanced geological forecast and the field test are hooked with the surrounding rock grading, and the application value is high.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention. The objectives and other advantages of the invention may be realized and attained by the means of the instrumentalities and combinations particularly pointed out hereinafter.
Drawings
For the purposes of promoting a better understanding of the objects, aspects and advantages of the invention, reference will now be made to the following detailed description taken in conjunction with the accompanying drawings in which:
FIG. 1 is a flow chart of the method of the present invention;
FIG. 2 is a system architecture diagram of the present invention;
FIG. 3 is a block diagram of the present invention.
Detailed Description
The embodiments of the present invention are described below with reference to specific embodiments, and other advantages and effects of the present invention will be easily understood by those skilled in the art from the disclosure of the present specification. The invention is capable of other and different embodiments and of being practiced or of being carried out in various ways, and its several details are capable of modification in various respects, all without departing from the spirit and scope of the present invention. It should be noted that the drawings provided in the following embodiments are only for illustrating the basic idea of the present invention in a schematic way, and the features in the following embodiments and examples may be combined with each other without conflict.
Wherein the showings are for the purpose of illustrating the invention only and not for the purpose of limiting the same, and in which there is shown by way of illustration only and not in the drawings in which there is no intention to limit the invention thereto; to better illustrate the embodiments of the present invention, some parts of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product; it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted.
The same or similar reference numerals in the drawings of the embodiments of the present invention correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by terms such as "upper", "lower", "left", "right", "front", "rear", etc., based on the orientation or positional relationship shown in the drawings, it is only for convenience of description and simplification of description, but it is not an indication or suggestion that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes, and are not to be construed as limiting the present invention, and the specific meaning of the terms may be understood by those skilled in the art according to specific situations.
First, quantitative classification standard of surrounding rock
The national standard considers that two main factors influencing the basic quality of rock mass are the integrity degree of the rock mass and the hardness degree of the rock. The two are inherent properties of rock mass and are common properties different from engineering factors. The former is related to the characteristics of the rock structural surface, and the latter is related to factors such as the compressive strength and the weathering degree of the rock. Various combinations of different degrees of integrity and different degrees of stiffness determine different basic quality levels of the rock mass. The national standard divides the rock mass into five levels. The method for determining the hardness degree of the rock and the integrity degree of the rock mass comprises a qualitative method and a quantitative method, wherein the former method is carried out through site detailed geological survey, and the latter method is tested by means of necessary mechanical indexes, namely rock saturated compressive strength and rock mass and rock longitudinal wave velocity. After the quantitative indexes are measured, linear combination is carried out according to the following formula, and the basic quality index BQ of the rock mass can be obtained.
The basic quality index value of the rock mass takes 103 typical projects as a sampling totality, and a basic quality index expression of the rock mass is established by adopting a multivariate stepwise regression and discriminant analysis method:
BQ＝90+3Rc+250Kv
in the formula: rc is the saturated compressive strength (MPa) of the rock; kv is the rock mass integrity coefficient, defined as the square of the ratio of the rock mass to the longitudinal wave velocity of the rock mass. According to the BQ value, the rock mass basic grade can be divided into 5 grades.
And determining the influence coefficients Kl, K2 and K3 of the underground water, the weak structural plane and the ground stress state on the basic quality BQ of the rock mass when determining the grade of the engineering rock mass in the second step, and correcting the BQ according to a formula. The determination of the impact coefficients may refer to an assignment table provided by the national standard. The concrete formula is as follows:
[BQ]＝BQ－l00(K1+K2+K3)
and (5) correcting the BQ to obtain [ BQ ], and determining the engineering rock mass grade according to the [ BQ ].
Second, data integration and classification
The data sources and classifications of the indexes are shown in Table 1.
TABLE 1 data sources and classification tables of each index
| Serial number | Quantitative index | Data source | Method |
| 1 | Strength Rc | Geological survey report (necessary field test) | Existing standard |
| 2 | Integrity index Kv | TGP prediction and elastic wave testing | Quantitative grading of geological forecast results |
| 3 | Groundwater correction factor K1 | Advanced geological drilling and advanced prediction of transient battery | Quantitative grading of geological forecast results |
| 4 | Correction coefficient K2 for weak structural plane | Geological compass testing | Existing standard |
| 5 | Correction coefficient of ground stress K3 | Investigating or testing the earth | Quantitative grading of ground stress test results |
Third, each index value taking method
1) Uniaxial saturated compressive strength acquisition
The saturated unipolar compressive strength value can combine the reconnaissance report, according to face geological sketch, judges face lithology and classification, acquires the saturated unipolar compressive strength of rock piece to the reconnaissance data, if the lithology or the rock that the reconnaissance report did not relate to appear, and the saturated unipolar compressive strength of rock piece is acquireed to the on-the-spot adoption point load test.
2) Integrity index acquisition method
According to the existing standard rock integrity index, two methods are available, namely a joint fracture statistical analysis method and an elastic wave velocity method, the joint fracture statistical analysis method is not strong in field operability and is difficult to implement, the elastic wave velocity method can be achieved by simply testing the wave velocity according to existing data, the elastic wave velocity of the rock in front of a face can be extracted through a TGP test result on the field, and meanwhile, the elastic wave velocity of the rock is obtained by selecting complete rock blocks on the face and adopting a sound wave instrument for testing.
KV＝(υpm÷υpv)2
3) Groundwater correction factor
The underground water correction coefficient is used as one of main correction coefficients of surrounding rock grading, two methods can be obtained on site, namely a tunnel face measuring method and a transient battery detection method, the tunnel face measuring method is relatively accurate, but due to large underground water distribution change, certain errors exist in prediction of surrounding rock grading in front of the tunnel face, and the underground water correction coefficient can be obtained on site by fully utilizing detection results of the transient battery. The quantitative value standard of the transient battery test analysis result is shown in table 2.
TABLE 2 analysis of groundwater influence correction coefficients based on geophysical results
4) Correction coefficient of weak structural plane
And acquiring attitude parameters of the main structural plane of the tunnel face by adopting a geological compass so as to acquire the correction coefficient of the weak structural plane.
5) Correction coefficient of ground stress
In order to facilitate field operation, the ground stress of the conventional tunnel is corrected according to the resistance report value.
Design of system
The tunnel surrounding rock quantitative rapid grading method and system based on multi-source data fusion are designed as follows: the system mainly comprises a multi-source data integration module, a surrounding rock grading key index extraction module, a surrounding rock quantitative grading calculation module and a surrounding rock grading information display module. The system structure is as follows.
Five, multisource data integrated tunnel surrounding rock grading system and device
A multisource data integrated tunnel surrounding rock grading device comprises:
the geological survey report surrounding rock strength module is mainly used for geological survey, field test and analysis of laboratory surrounding rock parameter data to obtain geological distribution conditions of a tunnel site area, positions of faults and karst sections and approximate distribution conditions of different mileage surrounding rock grades, so that basic quality index BQ of the surrounding rock is preliminarily judged.
The integrity index Kv module is mainly used for collecting radar images formed by reflection of the TGP on different lithology, faults, joints, broken zones and corrosion channel electromagnetic waves of surrounding rocks; calculating the elastic longitudinal wave speed of the rock mass measured at representative points of the elastic waves in different engineering geological rock groups; thereby judging the integrity index of the rock mass,
and the ground stress correction coefficient K3 module is used for obtaining the correction value of the initial stress state according to field tests or main phenomena of different surrounding rocks in the excavation process under the action of ground stress.
And the weak structural surface correction coefficient K2 module judges the included angle between the trend of the structural surface and the axis of the hole, the inclination angle of the structural surface and the correction value of the weak structural surface by means of the compass, the geological survey data and the test data of advanced geological prediction.
And the underground water correction coefficient K1 module is used for collecting and recording the resistivity change conditions of the water-rich karst cave, the water-containing fault and the water-containing fracture in front of the tunnel face by means of the Faraday electromagnetic induction principle so as to judge the underground water correction value of the tunnel site area.
The face information and graph acquisition module is mainly used for recording and collecting face stratum information and predicting the surrounding rock change trend in front of the face by means of geological data.
As shown in fig. 1, the result output module is mainly used for fast predicting the surrounding rock level in front of the tunnel face by a certain distance according to the input parameters. The system architecture is shown in fig. 2.
The module design is as shown in figure 3, for guaranteeing on-site rapid acquisition and surrounding rock rapid classification, a multisource data acquisition and surrounding rock classification integrated device is designed, the device carries a robot body, can automatically walk in a tunnel construction environment, the robot carries various devices needing to carry out on-site data acquisition, and the device mainly comprises a surrounding rock point load strength automatic acquisition unit, a surrounding rock advanced water exploring unit, a surrounding rock and rock elastic wave speed automatic acquisition unit and a data interaction processing and analyzing unit.
Finally, the above embodiments are only intended to illustrate the technical solutions of the present invention and not to limit the present invention, and although the present invention has been described in detail with reference to the preferred embodiments, it will be understood by those skilled in the art that modifications or equivalent substitutions may be made on the technical solutions of the present invention without departing from the spirit and scope of the technical solutions, and all of them should be covered by the claims of the present invention.
Claims (4)
1. A tunnel surrounding rock quantitative rapid grading method based on multi-source data fusion is characterized by comprising the following steps: the method comprises the following steps:
s1: establishing a rock mass basic quality index expression by adopting a multivariate stepwise regression and discriminant analysis method;
BQ＝90+3Rc+250Kv
in the formula: rc is the saturated compressive strength of the rock, and the unit is MPa; kv is the integrity coefficient of the rock mass and is defined as the square of the ratio of the longitudinal wave velocity of the rock mass to the longitudinal wave velocity of the rock mass; dividing the basic grade of the rock mass into 5 grades according to the BQ value;
s2: when the level of the engineering rock mass is determined, determining the influence coefficients Kl, K2 and K3 of underground water, a weak structural plane and a ground stress state on the basic quality BQ of the rock mass, and correcting the BQ according to a formula; the influence coefficient is determined according to an assignment table provided by national standards, and the specific formula is as follows:
[BQ]＝BQ－l00(K1+K2+K3)
correcting the BQ to obtain [ BQ ], and determining the engineering rock mass grade according to the [ BQ ];
s3: integrating and classifying data;
s4: and obtaining each index.
2. The quantitative rapid grading method for tunnel surrounding rock based on multi-source data fusion according to claim 1, characterized in that: the S3 specifically includes:
the data source of the strength Rc is a survey report;
the data source of the integrity index Kv is TGP forecasting and elastic wave testing;
the data source of the underground water correction coefficient K1 is advanced geological drilling and advanced transient battery prediction;
the data source of the soft structural surface correction coefficient K2 is geological compass test;
the data source of the ground stress correction factor K3 is a survey data or a field test.
3. The quantitative rapid grading method for tunnel surrounding rock based on multi-source data fusion according to claim 1, characterized in that: the S4 specifically includes:
1) uniaxial saturated compressive strength acquisition
Combining the values of the saturated uniaxial compressive strength with a geological survey report, judging the lithology and classification of the working face according to geological sketch of the working face, obtaining the saturated uniaxial compressive strength of the rock block by contrasting geological survey data, and obtaining the saturated uniaxial compressive strength of the rock block by adopting a point load test on site if the lithology or rock which is not involved in the geological survey report appears;
2) integrity index acquisition method
According to the existing standard rock integrity index, two methods are obtained, namely a joint fracture statistical analysis method and an elastic wave velocity method, wherein the joint fracture statistical analysis method is not strong in field operability and is difficult to implement, the elastic wave velocity method is assisted with wave velocity testing according to existing data, the elastic wave velocity of the rock body in front of a face is extracted through a TGP test result on the field, and meanwhile, the elastic wave velocity of the rock is obtained through selecting complete rock blocks on the face and adopting a sound wave instrument for testing;
KV＝(υpm÷υpv)2
3) groundwater correction factor
The groundwater correction coefficient is used as one of the correction coefficients of surrounding rock grading, the groundwater correction coefficient is obtained by utilizing the detection result of the transient battery, and the quantitative value standard of the test analysis result of the transient battery is shown in the table 2:
TABLE 2 analysis of groundwater influence correction coefficients based on geophysical results
4) Correction coefficient of weak structural plane
Acquiring attitude parameters of the main structural surface of the tunnel face by adopting a geological compass, and acquiring a correction coefficient of the weak structural surface;
5) correction coefficient of ground stress
And correcting the ground stress of the conventional tunnel according to the resistance report value.
4. The device for quantitatively and rapidly grading the tunnel surrounding rock based on the multi-source data fusion based on the method of any one of claims 1 to 3 is characterized in that: the method comprises the following steps:
the geological survey report surrounding rock strength Rc module is used for geological survey, field test and analysis of laboratory surrounding rock parameter data to obtain geological distribution conditions of a tunnel site area, positions of faults and karst sections and approximate distribution conditions of different mileage surrounding rock grades, and judges a basic quality index BQ of the surrounding rock;
the integrity index Kv module is used for collecting radar images formed by reflection of the TGP on different lithology, faults, joints, broken zones and corrosion channel electromagnetic waves of surrounding rocks; calculating the elastic longitudinal wave speed of the rock mass measured by the elastic waves at different engineering geological rock groups and representative points, and judging the integrity index of the rock mass;
the ground stress correction coefficient K3 module is used for obtaining a correction value of an initial stress state according to field tests or the phenomenon of excavation process of different surrounding rocks under the action of ground stress;
the weak structural surface correction coefficient K2 module judges the included angle between the trend of the structural surface and the axis of the hole, the inclination angle of the structural surface and the correction value of the weak structural surface by means of a compass, geological survey data and test data of advanced geological prediction;
the underground water correction coefficient K1 module is used for collecting and recording the resistivity change conditions of the water-rich karst caves, the water-containing faults and the water-containing fractures in front of the tunnel face by means of the Faraday electromagnetic induction principle so as to judge the underground water correction value of the tunnel site area;
the face information and graph acquisition module is used for recording and collecting face stratum information and predicting the surrounding rock change trend in front of the face by means of geological data;
and the result output module is used for predicting the surrounding rock level in front of the tunnel face by a certain distance according to the input parameters.
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| CN113933297A (en) * | 2021-09-10 | 2022-01-14 | 中铁第一勘察设计院集团有限公司 | Tunnel surrounding rock grading method and device, electronic equipment and medium |
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