A method for advanced geological prediction of shield tunnels
By establishing the relationship between the physical mechanics parameters of the soil layer and the elastic wave fluctuation parameters before the construction of the shield tunnel, the physical mechanics parameters are used to use the micro -motion detection to solve the problem of accidental and inadequate geological exploration results in existing technologies. A more accurate geological prediction of shield tunnel is implemented.
Patent Information
- Application Number
- CN202210649450.8
- Authority / Receiving Office
- CN · China
- Patent Type
- Patents(China)
- Current Assignee / Owner
- Filing Date
- 2022-06-09
- Publication Date
- 2025-01-28
- Estimated Expiration
- 2042-06-09
AI Technical Summary
The prior art exploration of surrounding geological conditions before the construction of shield tunnels has a small core range, contingency in the results, and empirical analysis of fluctuations, which cannot intuitively reflect the physical and mechanical parameters of the soil layer, resulting in inaccurate geological forecasts.
By establishing the relationship between the physical mechanics parameters of the soil layer and the elastic wave fluctuation parameters in the construction area, the use of micro -motion detection to obtain elastic wave fluctuation parameters, reverse the physical mechanics parameters, and achieve the nature of soil layer and the trend of changes. More comprehensive and intuitive detection.
It improves the accuracy of the geological prediction of the shield tunnel, can more comprehensively detect the physical mechanics parameters of the soil layer, speculate on the nature and changes of the soil layer, and ensure the safety of construction.
Smart Images
Figure CN115061201B_ABST
Abstract
Description
Technical Field
[0001] The invention belongs to the technical field of tunnel engineering, and in particular relates to a method for advanced geological prediction of a shield tunnel. Background Art
[0002] Shield construction is a commonly used tunnel engineering technology. In order to ensure the safe advancement of the shield, it is necessary to explore the surrounding geological conditions before and during the shield construction.
[0003] At present, the commonly used geological exploration methods are, first, to conduct preliminary and detailed exploration of the geology near the shield construction axis by core sampling before shield construction. The disadvantages of this exploration method are: the coring range is small and the results are accidental. The second is to use micro-motion detection, which uses the different propagation speeds of elastic waves between different soil types to explore geological changes, but the detection results formed by wave data are mostly based on empirical analysis and cannot intuitively reflect the physical and mechanical parameters of the soil layer.
[0004] Therefore, there is an urgent need for a shield tunnel geological advance prediction method to solve the above technical problems. Summary of the invention
[0005] The purpose of the present invention is to provide a method for advanced prediction of shield tunnel geology, which can detect the physical and mechanical parameters of the excavated layer more comprehensively and intuitively, and ensure the accuracy of advanced prediction of shield tunnel geology.
[0006] To achieve this object, the present invention adopts the following technical solutions:
[0007] A shield tunnel geological advance prediction method, comprising:
[0008] S1. Establishing a relationship between the physical and mechanical parameters and the elastic wave fluctuation parameters of the soil layers corresponding to the first exploration holes in the area to be constructed;
[0009] S2, performing micro-motion detection in the area to be constructed to obtain the elastic wave fluctuation parameters of the area to be constructed;
[0010] S3. Determine the physical and mechanical parameters of the area to be constructed based on the elastic wave fluctuation parameters of the area to be constructed and the relationship inversion.
[0011] Preferably, the step S1 comprises:
[0012] S11, selecting a plurality of the first exploration holes in the area to be constructed to perform core sampling, and obtaining the corresponding physical and mechanical parameters;
[0013] S12, performing micro-motion detection on a plurality of the first exploration holes respectively to obtain the elastic wave fluctuation parameters corresponding to each of the plurality of the first exploration holes;
[0014] S13. According to a plurality of the physical and mechanical parameters and a plurality of the elastic wave fluctuation parameters, establish the relationship between the physical and mechanical parameters and the elastic wave fluctuation parameters corresponding to the same first survey hole.
[0015] Preferably, after step S3, the method includes:
[0016] S4. Select at least one second exploration hole in the area to be constructed for core sampling to obtain accurate physical and mechanical parameters of the second exploration hole, and compare the accurate physical and mechanical parameters with the physical and mechanical parameters obtained by inversion in step S3 to verify the accuracy of the relationship.
[0017] Preferably, if the difference compared in step S4 is not within the allowable error range, return to step S1, select more of the first exploration holes for core sampling and micro-motion detection, and re-establish the relationship until the difference is within the allowable error range.
[0018] Preferably, when the difference in step S4 is within the allowable error range, step S5 is then performed, and step S5 includes:
[0019] According to the physical and mechanical parameters of the area to be constructed obtained by inversion in step S3, the geological changes of the area to be constructed are judged.
[0020] Preferably, in step S2, the step of performing micro-motion detection in the area to be constructed includes:
[0021] S21. Determine the diameter and number of rows of the array according to the diameter of the shield tunnel;
[0022] S22, deploying the array;
[0023] S23, starting the array to perform data monitoring.
[0024] Preferably, in step S23, the array monitors a location for a time that reaches a designed time.
[0025] Preferably, the design time is not less than 10 minutes.
[0026] Preferably, the array is arranged in a circle and comprises six detectors, five of which are evenly distributed on the circumference of a same virtual circle, and the other detector is located at the center of the virtual circle.
[0027] Preferably, micro-motion detection is performed during shield tunneling.
[0028] Beneficial effects of the present invention:
[0029] The present invention provides a method for advanced prediction of shield tunnel geology, which first establishes a relationship between the elastic wave fluctuation parameters of the soil layer and the physical and mechanical parameters of the soil layer, and then inverts the physical and mechanical parameters of the area to be constructed based on the elastic wave fluctuation parameters of the area to be constructed obtained by micro-motion detection of the area to be constructed, thereby facilitating the inference of the soil layer properties and change trends in the area to be constructed, and realizing accurate advanced prediction of shield tunnel geology. The method for advanced prediction of shield tunnel geology proposed by the present invention can detect the physical and mechanical parameters of the soil layer more comprehensively and intuitively, and ensure the accuracy of advanced prediction of shield tunnel geology. BRIEF DESCRIPTION OF THE DRAWINGS
[0030] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments of the present invention. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the contents of the embodiments of the present invention and these drawings without paying any creative work.
[0031] Figure 1 It is a flow chart of a method for advanced geological prediction of a shield tunnel provided by an embodiment of the present invention;
[0032] Figure 2 is a schematic diagram of a station array when performing micro-motion detection on a first exploration hole provided by an embodiment of the present invention;
[0033] Figure 3 It is a schematic diagram of an array for performing micro-motion detection on a construction area provided by an embodiment of the present invention.
[0034] In the figure:
[0035] 1. Detector. DETAILED DESCRIPTION
[0036] The embodiments of the present invention are described in detail below, and examples of the embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar parts or parts having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are intended to be used to explain the present invention, and should not be construed as limiting the present invention.
[0037] In the description of the present invention, unless otherwise clearly specified and limited, the terms "connected", "connected", and "installed" should be understood in a broad sense, for example, it can be an installed connection or a detachable connection, it can be a mechanical connection or an electrical connection, it can be a direct connection or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.
[0038] In the description of the present invention, unless otherwise clearly specified and limited, a first feature being "above" or "below" a second feature may include the first feature being in direct contact with the second feature, or may include the first feature being in contact with the second feature through another feature between them instead of being in direct contact. Moreover, a first feature being "above", "above" and "above" a second feature includes the first feature being directly above and obliquely above the second feature, or simply indicates that the first feature is higher in level than the second feature. A first feature being "below", "below" and "below" a second feature includes the first feature being directly below and obliquely below the second feature, or simply indicates that the first feature is lower in level than the second feature.
[0039] The technical solution of the present invention is further described below with reference to the accompanying drawings and through specific implementation methods.
[0040] like Figure 1 As shown, this embodiment provides a method for advanced geological prediction of a shield tunnel, the method comprising:
[0041] S1. Establishing a relationship between the physical and mechanical parameters and the elastic wave fluctuation parameters of the soil layers corresponding to the first exploration holes in the area to be constructed;
[0042] S2. Perform micro-motion detection in the area to be constructed to obtain elastic wave fluctuation parameters of the area to be constructed;
[0043] S3. The physical and mechanical parameters of the area to be constructed are obtained by inverting the elastic wave parameters and relationship of the area to be constructed.
[0044] The shield tunnel geology advance prediction method provided in this embodiment first establishes a relationship between the elastic wave fluctuation parameters of the soil layer and the physical and mechanical parameters of the soil layer, and then inverts the physical and mechanical parameters of the area to be constructed based on the elastic wave fluctuation parameters of the area to be constructed obtained by micro-motion detection of the area to be constructed, thereby facilitating the inference of the soil layer properties and change trends in the area to be constructed, and realizing the advance prediction of shield tunnel geology. The elastic wave fluctuation parameters of all positions in the area to be constructed can be detected by micro-motion detection, so the physical and mechanical parameters of all positions in the area to be constructed can be inverted, thereby ensuring the comprehensiveness of the detection. At the same time, due to the comprehensiveness of the detected parameters, the advance prediction of shield tunnel geology is more accurate.
[0045] Specifically, step S1 includes:
[0046] S11, selecting a number of first exploration holes in the area to be constructed for core sampling to obtain the corresponding physical and mechanical parameters;
[0047] S12, performing micro-motion detection on a plurality of first exploration holes respectively to obtain elastic wave fluctuation parameters corresponding to each of them;
[0048] S13. According to a plurality of physical and mechanical parameters and a plurality of elastic wave fluctuation parameters, a relationship between the physical and mechanical parameters and the elastic wave fluctuation parameters corresponding to the same first exploration hole is established.
[0049] In order to verify the accuracy of the calculation, in this embodiment, after step S3, the following steps are included:
[0050] S4. Select at least one second exploration hole in the area to be constructed for core sampling to obtain accurate physical and mechanical parameters of the second exploration hole, and compare the accurate physical and mechanical parameters with the theoretical physical and mechanical parameters obtained by inversion in step S3 to verify the accuracy of the relationship.
[0051] In step S3, the theoretical physical and mechanical parameters of any part of the area to be constructed are inverted. In order to verify the accuracy of the relationship, it is necessary to compare the calculated theoretical physical and mechanical parameters with the detected accurate physical and mechanical parameters. Therefore, at least one second survey hole different from the first survey hole is selected, core sampling is performed, and accurate physical and mechanical parameters of the soil layer corresponding to the second survey hole are obtained. Then, the theoretical physical and mechanical parameters corresponding to the second survey hole are found from the theoretical physical and mechanical parameters of the area to be constructed. Finally, the accurate physical and mechanical parameters and theoretical physical and mechanical parameters corresponding to the same second survey hole are compared.
[0052] Furthermore, if the difference compared in step S4 is not within the allowable error range, return to step S1, select a larger number of first exploration holes for core sampling and micro-motion detection, and re-establish the relationship until the difference is within the allowable error range.
[0053] When the difference compared in step S4 is within the error tolerance range, step S5 is then performed, and step S5 includes:
[0054] According to the physical and mechanical parameters of the area to be constructed obtained by inversion in step S3, the geological changes in the area to be constructed are judged.
[0055] Specifically, the specific steps of performing micro-motion detection on the first exploration hole in step S12 are introduced below:
[0056] First, a station array is arranged corresponding to each first exploration hole;
[0057] like Figure 2 As shown, in this embodiment, the array is arranged in a circular shape, and the array includes six detectors 1, five of which are evenly distributed on the circumference of the same virtual circle, and the other detector 1 is located at the center of the virtual circle. Figure 2 The dotted circle in is a virtual circle. When arranging the array, the detector 1 located at the center of the circle is first arranged in the first survey hole, and then the five detectors 1 located on the virtual circle are arranged in sequence according to the diameter of the virtual circle.
[0058] Then, start and adjust the detector 1 to carry out on-site data monitoring.
[0059] In other embodiments, six or four detectors 1 may be arranged on the virtual circle, or other numbers may be arranged. The specific number is determined according to the construction conditions.
[0060] Specifically, the specific steps of performing micro-motion detection on the construction area in step S2 are introduced below, and the steps include:
[0061] S21. Determine the diameter and number of rows of the array according to the diameter of the shield tunnel;
[0062] S22, deploy the array;
[0063] S23. Start the array and conduct data monitoring.
[0064] like Figure 3 As shown, the array is arranged in a circle and includes six detectors 1, five of which are evenly distributed on the circumference of the same virtual circle, and the other detector 1 is located at the center of the virtual circle. Figure 3 The dotted circle in the figure is a virtual circle, and the arrow indicates the direction of shield advancement.
[0065] In other embodiments, six or four detectors 1 may be arranged on the virtual circle, or other numbers may be arranged. The specific number is determined according to the construction conditions.
[0066] exist Figure 3In the equation, d represents the diameter of the tunnel. For example, for a tunnel with d of 15 m, a 4-m diameter array is used during shield tunneling, that is, the diameter of the virtual circle is 4 m, and there are four rows of arrays in the direction perpendicular to the axial direction of the tunnel. Each row of arrays is distributed along the axial direction of the tunnel. Figure 3 The four dotted lines in the figure represent the survey lines, and the detection range can completely cover the area to be constructed.
[0067] Specifically, in step 23, the array must monitor a location for the designed time to ensure the accuracy of the monitoring data.
[0068] More specifically, the design time is not less than 10 minutes.
[0069] Preferably, micro-motion detection is not performed during shield advancement, and can be performed during assembly or shutdown to reduce the impact of underground vibration signals on natural parameters.
[0070] The method for advanced prediction of shield tunnel geology provided in this embodiment can predict the soil properties and changing trends near the entire tunnel before shield construction, that is, complete the entire survey before excavation; it can also predict the soil properties and changing trends near a small section of the tunnel close to the tunnel opening before shield construction, and then predict the soil properties and changing trends near another small section of the tunnel to be excavated adjacent to this small section of the shield, that is, survey one section and then excavate one section.
[0071] Obviously, the above embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the embodiments of the present invention. For those skilled in the art, other different forms of changes or modifications can be made based on the above description. It is not necessary and impossible to list all the embodiments here. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the claims of the present invention.
Claims
1. A shield tunnel geological advance prediction method, characterized in that: include: S1. Establishing a relationship between the physical and mechanical parameters and the elastic wave fluctuation parameters of the soil layers corresponding to the first exploration holes in the area to be constructed; S2, performing micro-motion detection in the area to be constructed to obtain the elastic wave fluctuation parameters of the area to be constructed; S3, obtaining the physical and mechanical parameters of the area to be constructed according to the elastic wave fluctuation parameters of the area to be constructed and the relationship inversion; The step S1 comprises: S11, selecting a plurality of the first exploration holes in the area to be constructed to perform core sampling, and obtaining the corresponding physical and mechanical parameters; S12, performing micro-motion detection on a plurality of the first exploration holes respectively to obtain the elastic wave fluctuation parameters corresponding to each of the plurality of the first exploration holes; S13. According to a plurality of the physical and mechanical parameters and a plurality of the elastic wave fluctuation parameters, establish the relationship between the physical and mechanical parameters and the elastic wave fluctuation parameters corresponding to the same first survey hole.
2. The shield tunnel geological advance prediction method according to claim 1 is characterized in that: After step S3, the following steps are included: S4. Select at least one second exploration hole in the area to be constructed for core sampling to obtain accurate physical and mechanical parameters of the second exploration hole, and compare the accurate physical and mechanical parameters with the physical and mechanical parameters obtained by inversion in step S3 to verify the accuracy of the relationship.
3. The method for advanced geological prediction of shield tunnel according to claim 2, characterized in that: If the difference compared in step S4 is not within the allowable error range, return to step S1, select more of the first exploration holes for core sampling and micro-motion detection, and re-establish the relationship until the difference is within the allowable error range.
4. The shield tunnel geological advance prediction method according to claim 3 is characterized in that: When the difference in step S4 is within the error tolerance range, step S5 is then performed, and step S5 includes: According to the physical and mechanical parameters of the area to be constructed obtained by inversion in step S3, the geological changes of the area to be constructed are judged.
5. The shield tunnel geological advance prediction method according to claim 1 is characterized in that: In step S2, the step of performing micro-motion detection in the area to be constructed includes: S21. Determine the diameter and number of rows of the array according to the diameter of the shield tunnel; S22, deploying the array; S23, starting the array to perform data monitoring.
6. The shield tunnel geological advance prediction method according to claim 5 is characterized in that: In step S23, the array must monitor a location for a designed period of time.
7. The method for advanced geological prediction of shield tunnels according to claim 6, characterized in that: The design time is not less than 10 minutes.
8. The shield tunnel geological advance prediction method according to claim 5 is characterized in that: The array is arranged in a circular shape and comprises six detectors (1), five of which are evenly distributed on the circumference of a same virtual circle, and the other detector (1) is located at the center of the virtual circle.
9. The method for advanced geological prediction of a shield tunnel according to any one of claims 1 to 8, characterized in that: Micro-motion detection is carried out during shield tunneling.