CN115408901A - BIM model-based deep-buried long and large tunnel rockburst evaluation visualization method - Google Patents
BIM model-based deep-buried long and large tunnel rockburst evaluation visualization method Download PDFInfo
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Abstract
The invention relates to the technical field of tunnel reconnaissance construction, in particular to a deep-buried long and large tunnel rockburst assessment visualization method based on a BIM (building information modeling). The method comprises the steps of establishing a BIM model with a three-dimensional geological model and a tunnel model of a tunnel site area, carrying out geostress inversion on the BIM model to obtain three-dimensional geostress distribution of the tunnel site area, inputting the three-dimensional geostress distribution into the BIM model, dividing a high geostress area, carrying out potential rockburst area division and rockburst grade evaluation on the BIM model according to a preset length section, changing primitive information of the BIM model in the section according to an evaluation result, carrying out visual expression, carrying out tunnel excavation numerical simulation on the BIM model, and proposing a suggestion on an excavation mode by combining finite element numerical analysis. The invention realizes the storage of tunnel data and rockburst evaluation information and also realizes the visual expression of the rockburst evaluation result.
Description
Technical Field
The invention relates to the technical field of tunnel exploration and construction, in particular to a BIM model-based deep-buried long and large tunnel rockburst evaluation visualization method.
Background
Tunnels can be divided into two main categories, deep-buried tunnels and shallow-buried tunnels according to buried depth. The major railway engineering in the southwest area of China is mainly long and large tunnels with the length of dozens of kilometers along the line. For the deep-buried long and large tunnel which passes through the hard rock development section, the construction safety problem is seriously threatened by the high-stress rockburst disaster. Therefore, rock burst assessment in a deep-buried long and large tunnel high stress area is very important in the exploration and design stage. The rock burst evaluation result can effectively influence the engineering line adjustment and the construction scheme optimization.
For a long and deep tunnel, it is common to take hundreds of meters of segment length to perform rock burst evaluation work. However, in the existing practical engineering, a high-stress rockburst phenomenon also occurs in a part of a shallow-buried section of a deep-buried long and large tunnel under the influence of stress distribution characteristics of a high mountain valley, but because the prior art adopts a hectometer section length (including one hundred meters and several hectometers) to perform section division, which means that a hectometer section length region only outputs a rockburst evaluation result, and details which may occur at each position inside the hectometer section length are ignored, and the rockburst evaluation condition inside the section cannot be intuitively known, the shallow-buried rockburst of the valley stress field is often ignored in the rockburst evaluation work performed in the hectometer section.
Disclosure of Invention
The invention aims to solve the problems that in the prior art, only one rockburst evaluation result is output in a hundred-meter segmented length area, so that part of shallow sections of a deep-buried long and large tunnel is easy to ignore in rockburst evaluation, and rockburst evaluation conditions are not visual, and provides a visualization method for rockburst evaluation of the deep-buried long and large tunnel based on a BIM (building information modeling).
In order to achieve the above purpose, the invention provides the following technical scheme:
a deep-buried long and large tunnel rockburst assessment visualization method based on a BIM model comprises the following steps:
s1, establishing a BIM (building information modeling) model with a three-dimensional geological model of a tunnel site area; establishing a tunnel model segmented by a preset length in a BIM (building information modeling) model based on the geological three-dimensional model of the tunnel address area; the preset length is less than 100 meters in section;
s2, importing the BIM into a three-dimensional finite difference program for grid division to obtain simulation parameters of geotechnical physical parameters, and performing ground stress inversion on the BIM to obtain three-dimensional ground stress distribution of a tunnel site area;
s3, inputting the ground stress distribution condition into the BIM, and dividing a high ground stress area of the BIM according to a threshold value;
and S4, carrying out potential rockburst section division and rockburst grade evaluation on the BIM according to the preset length sections, and changing the graphic element information of the BIM in the potential rockburst section according to the result of the potential rockburst section division and/or rockburst grade evaluation.
Further, after step S4 is executed, the method further includes the following steps:
and S5, carrying out tunnel excavation numerical simulation on the BIM model, and proposing a proposal for an excavation mode by combining finite element numerical analysis.
Further, the step S1 of establishing a BIM model with a geological three-dimensional model of the tunnel site area specifically includes: building a BIM (building information modeling) model with a tunnel site area geological three-dimensional model according to lithology, surrounding rock types and geological structures in geological survey data of a tunnel area to be evaluated; in the step S1, the tunnel model comprises geological characteristics including tunnel site lithology information, surrounding rock grade information, rock mechanics information, contour line elevation information, tunnel along-line burial depth information and tunnel dimension information, and tunnel design parameter information.
Further, step S3 specifically includes:
s31, calculating an average value of the ground stress in each preset length segment of the tunnel model according to the ground stress distribution condition, and inputting the average value into the BIM;
and S32, dividing the high geostress region of the BIM according to a threshold value.
Further, when potential rockburst section division and rockburst level evaluation are performed on the BIM model according to the preset length segment in the step S4, if the BIM model in the preset length segment is a high stress area, potential rockburst section division and rockburst level evaluation are performed on the BIM model according to a second preset length segment in the preset length segment; wherein the second preset length segment is smaller than the preset length segment.
Further, the method for dividing the rockburst section and evaluating the rockburst level in the step S4 specifically includes:
dividing the rock burst section: carrying out rock burst section division according to the high ground stress area, the surrounding rock type, the embedded depth information along the tunnel, the surrounding rock grade information and the rock mass mechanics information;
rock burst grade assessment: and (4) selecting a rock strength-stress ratio method or a rock stress-stress ratio method to evaluate rock burst grades, wherein the rock burst grade evaluation comprises five types of non-rock burst, light rock burst, medium rock burst, strong rock burst and extremely strong rock burst.
Further, the method for changing the primitive information of the BIM model in the potential rockburst section according to the division of the potential rockburst section and/or the rockburst grade evaluation result in the step S4 specifically includes:
and displaying the rock burst grade evaluation result from no rock burst to extremely strong rock burst in the BIM in a color gradient mode.
Further, the three-dimensional finite difference program in step S2 is FLAC3D software.
Further, step S2 specifically includes the following steps:
importing the three-dimensional geological BIM model of the tunnel site area into FLAC3D software for grid division and grid encryption;
obtaining simulation parameters of the geotechnical physical parameters through recommended values of the geotechnical physical parameters in indoor tests and geological survey reports;
in FLAC3D software, fixing the lower, left, right, front and back 5 surfaces of a BIM model, and considering the self-weight effect of a rock mass layer on the tunnel;
performing ground stress inversion by adopting a molar coulomb elastoplasticity constitutive model to obtain a calculated value of ground stress distribution of a tunnel site area;
and obtaining the three-dimensional ground stress distribution condition of the tunnel site area by combining the ground stress actual measurement data of the engineering deep hole hydraulic fracturing method based on the ground stress distribution calculated value of the tunnel site area.
Further, the simulation parameters of the geotechnical physical parameters comprise elastic modulus, poisson's ratio, shear modulus, residual strength, cohesion and internal friction angle.
Compared with the prior art, the invention has the following beneficial effects:
the method comprises the steps of establishing a BIM model with a tunnel site area three-dimensional geological model and a tunnel model, performing ground stress inversion on the BIM model to obtain three-dimensional ground stress distribution of the tunnel site area, inputting the three-dimensional ground stress distribution into the BIM model, dividing a high ground stress area, performing potential rockburst section division and rockburst grade evaluation on the BIM model according to a preset length section, changing primitive information of the BIM model in the section according to an evaluation result, performing visual expression, performing tunnel excavation numerical simulation on the BIM model, and proposing a proposal for an excavation mode by combining finite element numerical analysis. The rock burst evaluation work and the parameter information are digitally stored by using the BIM technology, so that the data of the geology of the tunnel site area and the deeply buried long and large tunnel and the rock burst evaluation information are effectively stored; rock burst evaluation is respectively carried out on the BIM model comprising the tunnel site area three-dimensional geological model and the tunnel model according to the preset length of less than 100m in a segmented mode, fine evaluation on the deeply buried long and large tunnel is achieved, and visual expression of the rock burst evaluation result is achieved by changing the primitive of the BIM model.
Drawings
Fig. 1 is a flow chart of a deep-buried long and large tunnel rockburst evaluation visualization method based on a BIM model in embodiment 1.
Fig. 2 is a schematic diagram of a geological three-dimensional model of a tunnel site area in example 1.
FIG. 3 is a schematic view of the three-dimensional geostress distribution of the tunneling zone of example 1.
Fig. 4 is a schematic diagram of the high geostress segment division in embodiment 1.
Fig. 5 is a schematic diagram of division of a rockburst section according to embodiment 1.
Fig. 6 is a schematic diagram of the division of the section to be evaluated for rock burst and the result of rock burst evaluation in embodiment 1.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. It should be understood that the scope of the above-described subject matter is not limited to the following examples, and any techniques implemented based on the disclosure of the present invention are within the scope of the present invention.
The BIM model has the characteristics of fine geometric structure and covering parameter characteristic information, so that the function of three-dimensional digital visual expression of a traditional engineering two-dimensional graph can be realized.
The rock burst assessment and visualization method is mainly developed in the deep-buried tunnel, and is beneficial to solving the problem that the shallow-buried area of the deep-buried tunnel is easy to ignore when the assessment section is divided into hundreds of meters or hundreds of meters. Therefore, there is a need to distinguish the two concepts of deep buried tunnel and shallow buried tunnel. The deep tunnel and the shallow tunnel are divided into a whole tunnel with the maximum buried depth, for example, one tunnel with the maximum buried depth of 2000m is a deep tunnel, but the tunnel also has a section with the buried depth of 500m, which is a deep tunnel shallow buried region; shallow buried regions are a relative concept with respect to the maximum buried depth of a tunnel. And the deep buried region in the shallow buried tunnel does not exceed the maximum buried depth of 500m, for example, the tunnel with the maximum buried depth of 500m is the shallow buried tunnel.
Example 1
A BIM model-based visualization method for deep-buried long and large tunnel rockburst assessment is disclosed, as shown in FIG. 1, and comprises the following steps:
s1, establishing a BIM (building information modeling) model with a three-dimensional geological model of a tunnel site area; establishing a tunnel model segmented by a preset length in a BIM (building information modeling) model based on the geological three-dimensional model of the tunnel address area; the preset length is less than 100 meters in section;
s2, importing the BIM into a three-dimensional finite difference program for grid division to obtain simulation parameters of geotechnical physical parameters, and performing ground stress inversion on the BIM to obtain three-dimensional ground stress distribution of a tunnel site area;
s3, inputting the ground stress distribution condition into the BIM, and dividing a high ground stress area of the BIM according to a threshold value;
s4, carrying out potential rockburst section division and rockburst grade evaluation on the BIM according to the preset length sections, and changing the primitive information of the BIM in the potential rockburst section according to the potential rockburst section division and/or rockburst grade evaluation result;
and S5, carrying out tunnel excavation numerical simulation on the BIM model, and proposing a proposal for an excavation mode by combining finite element numerical analysis.
In the step S1, a BIM model with a geological three-dimensional model of a tunnel site area is established, and the method specifically comprises the following steps: according to geological survey data of a deep-buried long tunnel area to be evaluated, lithology, surrounding rock types, geological structures and the like are distinguished, a BIM model which covers digital information and is provided with a tunnel site area geological three-dimensional model is established, and a schematic diagram of the tunnel site area geological three-dimensional model is shown in FIG. 2. Establishing a tunnel model based on the tunnel site area geological three-dimensional model in a BIM model, and specifically comprises the following steps: establishing a tunnel model segmented according to a preset length on the basis of the geological three-dimensional model of the tunnel site area; the tunnel model comprises geological characteristics and tunnel design parameter information including tunnel site lithology information, surrounding rock grade information, rock mechanics information, contour line elevation information, tunnel along-line burial depth information and tunnel dimension information. Because the geological three-dimensional model of the tunnel site area and the tunnel model are in the same BIM model, the BIM model also has the information. In the invention, the smaller the value of the preset length segment is, the smaller the evaluation segment is, the more accurate the evaluation is, but the larger the data volume to be processed is; preferably, the preset length segmentation is performed according to 50 meters, and when the preset length segmentation is 50 meters, the rock burst assessment interval can be shortened, and the balance between the fine assessment of a deep-buried long tunnel (for example, a 30000-meter deep-buried long tunnel) and the control of the data size needing to be processed can be better achieved.
And the three-dimensional finite difference program in the step S2 is FLAC3D software. Specifically, the step S2 specifically includes the following steps:
introducing a tunnel site area three-dimensional geological BIM model into FLAC3D software for grid division, carrying out grid local encryption on a complex geological area, wherein the complex geological area is a fault fracture zone, a lithologic boundary, a structural plane influence area and the like, grouping the complex geological area, and arranging a plurality of measuring points in the model;
obtaining simulation parameters of the geotechnical physical parameters, including elastic modulus, poisson's ratio, shear modulus, residual strength, cohesion, internal friction angle and the like, through geotechnical physical parameter recommended values in indoor tests and geological survey reports;
in FLAC3D software, fixing the lower, left, right, front and back 5 surfaces of a BIM model, and considering the self-weight effect of a rock mass layer on the tunnel;
performing ground stress inversion by adopting a MoCoulomb elastoplastic constitutive model to obtain a calculated value of ground stress distribution of a tunnel site area;
and obtaining the three-dimensional ground stress distribution condition of the tunnel site area by combining the ground stress actual measurement data of the engineering deep hole hydraulic fracturing method based on the ground stress distribution calculated value of the tunnel site area.
A schematic diagram of the three-dimensional ground stress distribution of the tunnel region is shown in FIG. 3. The change in color from green to blue indicates that the ground stress is decreasing.
In step S3, the method specifically includes:
s31, calculating the ground stress average value in each preset length segment of the tunnel model according to the ground stress distribution condition obtained in the step S2, namely calculating the ground stress average value in each 50-meter segment in the embodiment, and inputting the ground stress average value into the BIM for digital expression and storage;
s32, dividing the high geostress region of the BIM according to a threshold value; in the embodiment, the high-ground stress section division is performed on the ground stress along the tunnel by selecting a proper high/low ground stress limit threshold value of 20MPa according to the ground stress distribution characteristics of the tunnel site area.
A schematic diagram of the high geostress segment division is shown in fig. 4.
Step S4, when potential rockburst section division and rockburst grade evaluation are carried out on the BIM according to the preset length section, if the BIM in the preset length section is a high stress area, potential rockburst section division and rockburst grade evaluation are carried out on the BIM according to a second preset length section in the preset length section; wherein the second preset length segment is smaller than the preset length segment. In another possible embodiment, the section length is properly encrypted for the section with shallow burial depth and high stress, that is, the section length is reduced, and the number of sections is increased to improve the evaluation accuracy.
In step S4, the method for dividing the rockburst section and evaluating the rockburst grade specifically includes:
dividing a rock burst section: on the basis of the high ground stress area division result in the step S32, surrounding rock types, surrounding rock grade information, tunnel along-line burial depth information (which can be 100m as a step length), rock mechanical parameters and other control factors which may influence the rock burst grade in each high ground stress area are more finely divided in the section, so that a potential rock burst area to be evaluated is formed. For example, after a 50m section is defined as a high stress area according to the method of step S32, in order to further perform fine evaluation work on the section, further potential rock burst section division is performed on the section. According to the analysis of actual geological conditions, two lithologies, namely granite and marble, two grades, namely II and III surrounding rocks and three rock mechanical parameters (II granite, III granite and II marble) exist in the zone range, and the burial depth of the zone ranges from 700 m to 750m, so that the 50m high-stress zone is further refined into three potential rockburst zones (0-12 m sections, 12-35 m sections and 35-50 m sections) according to different surrounding rock types, different surrounding rock grades and rock mechanical parameters as shown in figure 5.
Rock burst grade assessment: in a potential rock burst section to be evaluated, a rock strength-stress ratio method or a rock stress-stress ratio method or other rock burst criteria commonly used in engineering are selected to carry out rock burst grade evaluation, and the rock burst grade evaluation comprises five types of non-rock burst, slight rock burst, medium rock burst, strong rock burst and extremely strong rock burst.
In step S4, in a possible implementation manner, the method for changing the primitive information of the BIM model in the potential rockburst section according to the division of the potential rockburst section and/or the rockburst level evaluation result specifically includes:
and selecting different colors, and displaying five rock burst grade evaluation results from no rock burst to extremely strong rock burst in the BIM from shallow to deep.
Fig. 6 shows a schematic diagram of the division of the section to be evaluated of the rock burst and the result of rock burst evaluation.
In the step S5, in a possible implementation mode, a BIM model including a tunnel site area three-dimensional geological model and a tunnel model is led into an ANSYS platform, bench method excavation numerical simulation under different working conditions is carried out on the potential rockburst area in the step S04, and rockburst prevention and control suggestions are provided for the rockburst high-risk area from the aspects of an excavation construction method and the working conditions by combining a finite element numerical analysis result.
In the step S5, by referring to a research report of "rockburst inoculation process research" (von haunt, 2019), by using technical means such as an indoor rock sample test, an indoor physical model test, numerical simulation, on-site comprehensive observation, on-site monitoring and the like in the rockburst inoculation process, according to the mechanism of different types of rockburst inoculation processes and the microseismic evolution law of inducing different types of rockbursts by using different construction methods, and by using the rockburst evaluation method and the quantitative evaluation method of rockburst regions and grades, a dynamic prevention and control technology for inducing different types of rockbursts by using different construction methods is provided.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The BIM model-based deep-buried long and large tunnel rock burst evaluation visualization method is characterized by comprising the following steps of:
s1, establishing a BIM (building information modeling) model with a three-dimensional geological model of a tunnel site area; establishing a tunnel model segmented by a preset length in a BIM (building information modeling) model based on the geological three-dimensional model of the tunnel address area; the preset length is less than 100 meters in section;
s2, importing the BIM into a three-dimensional finite difference program for grid division to obtain simulation parameters of geotechnical physical parameters, and performing ground stress inversion on the BIM to obtain three-dimensional ground stress distribution of a tunnel site area;
s3, inputting the ground stress distribution condition into the BIM, and dividing a high ground stress area of the BIM according to a threshold value;
and S4, carrying out potential rockburst section division and rockburst grade evaluation on the BIM according to the preset length sections, and changing the graphic element information of the BIM in the potential rockburst section according to the result of the potential rockburst section division and/or rockburst grade evaluation.
2. The BIM model-based visualization method for deep-buried long and large tunnel rockburst assessment according to claim 1, wherein after step S4 is executed, the method further comprises the following steps:
and S5, carrying out tunnel excavation numerical simulation on the BIM model, and proposing a proposal for an excavation mode by combining finite element numerical analysis.
3. The visualization method for evaluating rock burst of deep-buried long and large tunnels based on the BIM model according to claim 1, wherein the step S1 of establishing the BIM model with the geological three-dimensional model of the tunnel site area specifically comprises the following steps: building a BIM (building information modeling) model with a tunnel site area geological three-dimensional model according to lithology, surrounding rock types and geological structures in geological survey data of a tunnel area to be evaluated;
in the step S1, the tunnel model comprises geological characteristics including tunnel site lithology information, surrounding rock grade information, rock mechanics information, contour line elevation information, tunnel along-line burial depth information and tunnel dimension information, and tunnel design parameter information.
4. The BIM model-based deep-buried long and large tunnel rockburst evaluation visualization method according to claim 3, wherein the step S3 specifically includes:
s31, calculating an average value of the ground stress in each preset length segment of the tunnel model according to the ground stress distribution condition, and inputting the average value into the BIM;
and S32, dividing the high geostress region of the BIM according to a threshold value.
5. The BIM model-based visualization method for rock burst assessment in a deep-buried long and large tunnel according to claim 4, wherein in step S4, when potential rock burst section division and rock burst level assessment are performed on the BIM model according to the preset length segment, if the BIM model in the preset length segment is a high stress area, potential rock burst section division and rock burst level assessment are performed on the BIM model according to a second preset length segment in the preset length segment; wherein the second preset length segment is smaller than the preset length segment.
6. The BIM model-based deep-buried long and large tunnel rockburst evaluation visualization method according to claim 4, wherein the rockburst section division and rockburst grade evaluation method in the step S4 specifically comprises the following steps:
dividing the rock burst section: dividing the rockburst section according to the high ground stress area, the type of the surrounding rock, the buried depth information along the tunnel, the grade information of the surrounding rock and the mechanical information of the rock mass;
rock burst grade assessment: and (4) selecting a rock strength-stress ratio method or a rock stress-stress ratio method to evaluate rock burst grades, wherein the rock burst grade evaluation comprises five types of non-rock burst, slight rock burst, medium rock burst, strong rock burst and extremely strong rock burst.
7. The BIM-model-based deep-buried long and large tunnel rockburst assessment visualization method according to claim 6, wherein the method for changing the primitive information of the BIM in the potential rockburst section according to the potential rockburst section division and/or rockburst grade assessment result in step S4 specifically comprises:
and displaying the rock burst grade evaluation result from no rock burst to extremely strong rock burst in the BIM in a color gradient mode.
8. The BIM model-based visualization method for deep-buried long and large tunnel rockburst assessment according to any one of claims 1 to 7, wherein the three-dimensional finite difference program in the step S2 is FLAC3D software.
9. The BIM model-based visualization method for deep-buried long and large tunnel rockburst evaluation according to claim 8, wherein the step S2 specifically comprises the following steps:
importing the three-dimensional geological BIM model of the tunnel site area into FLAC3D software for grid division and grid encryption;
obtaining simulation parameters of the geotechnical physical parameters through recommended values of the geotechnical physical parameters in indoor tests and geological survey reports;
in FLAC3D software, fixing the lower, left, right, front and back 5 surfaces of a BIM model, and considering the self-weight effect of a rock mass layer on the tunnel;
performing ground stress inversion by adopting a molar coulomb elastoplasticity constitutive model to obtain a calculated value of ground stress distribution of a tunnel site area;
and based on the calculated distribution value of the geostress of the tunnel site area, combining the measured data of the geostress of the engineering deep hole hydraulic fracturing method to obtain the three-dimensional geostress distribution condition of the tunnel site area.
10. The BIM model-based visualization method for deep-buried long and large tunnel rock burst assessment according to claim 9, wherein the simulation parameters of the geotechnical physical parameters comprise elastic modulus, poisson's ratio, shear modulus, residual strength, cohesion and internal friction angle.
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