A tunnel excavation section rapid positioning and measuring method

Abstract

The present application relates to the field of engineering survey and tunnel engineering, and discloses a tunnel excavation section rapid positioning and measuring method. The traditional tunnel excavation section positioning and measuring process includes complicated steps such as control point layout, rear observation, calculation positioning, positioning correction, station setting mark and positioning verification, and requires many cooperation personnel and long construction time, which leads to low construction efficiency. The present application aims to solve the problem that the tunnel excavation section positioning and measuring process is complicated and leads to the inability to quickly evaluate the overbreak and underbreak conditions of the excavation section, thereby affecting the construction efficiency. The process of the tunnel excavation section rapid positioning and measuring method includes automatic measuring equipment erection, rapid measurement section selection, reference section setting, automatic measuring equipment relative position determination and excavation section measurement. The method improves the positioning and measuring speed of the excavation section, is beneficial to the rapid evaluation of the overbreak and underbreak conditions, improves the tunnel construction efficiency and is suitable for tunnel engineering positioning and measuring tasks.

Description

Technical Field

[0001] This invention relates to the fields of engineering surveying and tunnel engineering, specifically to a method for rapid positioning and measurement of tunnel excavation cross-sections. Background Technology

[0002] As the tunnel face is continuously excavated and the initial lining concrete is poured, there is always a section between the face and the initial lining that is newly excavated and in a state of exposed surrounding rock; this is the excavation section, and any cross-section of it is called the excavation cross-section. Over- or under-excavation of the tunnel excavation cross-section refers to the difference between the actual excavated cross-sectional dimensions and the designed cross-sectional dimensions during tunnel construction. Assessing over- or under-excavation of the excavation cross-section is a crucial step in tunnel construction, significantly impacting subsequent excavation progress and construction safety. If over- or under-excavation does not meet specifications and design requirements, it can lead to surrounding rock instability or affect the structural safety and functionality of the tunnel. Furthermore, unreasonable over- or under-excavation increases project costs and severely impacts construction progress. Therefore, a rapid understanding and assessment of the over- or under-excavation situation of the tunnel excavation cross-section is of great significance for ensuring tunnel safety and economy, improving construction efficiency, and guaranteeing project quality.

[0003] The traditional process for measuring over- and under-excavation of tunnel excavation sections includes: (1) Station setup: Before measuring over- and under-excavation of tunnel excavation sections, the position of the current section needs to be determined using the back intersection method. This is a commonly used measurement method to establish control points and baselines for the section. By setting up a total station at a known control point, aligning its line of sight with a reference point (called a backsight point or backsight beacon), and recording its horizontal and vertical angles. (2) Over- and under-excavation measurement: The surveyor uses a total station to measure the predetermined measuring points of the tunnel section and collects the measuring point data for each excavation section. (3) Data processing and analysis: After collecting the measurement data, data processing and analysis are performed. The amount and deviation of over- and under-excavation are obtained. Based on the measurement results, the over- and under-excavation situation is determined, and necessary adjustments and corrections are made to ensure that the geometry and dimensions of the tunnel meet the design requirements.

[0004] While these traditional methods can ensure accurate tunnel excavation to a certain extent, their efficiency and accuracy are insufficient to meet the demands of modern construction. Traditional station-setting processes, such as the back-intersection method, involve a series of complex steps, including control point layout, backsight observation, calculation and positioning, positioning correction, station marking, and positioning verification. These steps heavily rely on back-leveling points, and due to the complexity of the construction site, obstructed views are frequent. Furthermore, the process requires multiple personnel; the complexity of these methods and the high skill and knowledge required mean that insufficient operator proficiency or experience can lead to discrepancies between the measurement process and the positioning results, and also consume significant construction time near the tunnel face. All these factors combined result in low construction efficiency.

[0005] With advancements in science and technology and the development of surveying tools, other more advanced surveying methods are available, such as 3D laser scanners and the combination of total stations and Global Positioning System (GPS), providing more accurate and efficient measurement results. However, these methods suffer from large data volumes and high processing time costs, making them unsuitable for the needs of rapid surveying and station positioning, and rapid assessment of over- or under-excavation conditions in excavation cross-sections.

[0006] Therefore, how to design and develop a more efficient, faster, and simpler method for locating and measuring tunnel excavation sections to improve construction efficiency and reduce the probability of errors has become an urgent problem to be solved in the field of tunnel engineering. Summary of the Invention

[0007] To address the problems of cumbersome and inefficient procedures in setting up stations for excavation cross-section measurement, this invention aims to provide a rapid positioning and measurement method for tunnel excavation cross-sections. By utilizing the obtained measurement data and the principle of relative coordinate positioning, it achieves the goal of quickly acquiring automatic measurement equipment and excavation cross-section location information, thereby improving the efficiency of measurement station setup and positioning. This facilitates rapid assessment of over- or under-excavation of the excavation cross-section, provides a basis for subsequent construction procedures, and shortens the construction period. It is particularly suitable for measurement and positioning tasks in tunnel engineering, and is easy to apply and promote.

[0008] This invention provides a method for rapid positioning and measurement of tunnel excavation cross-sections. The main steps include setting up automatic measuring equipment, specifying the direction, selecting a rapid measurement section, setting a reference cross-section, determining the relative position of the automatic measuring equipment, measuring the excavation cross-section, and periodic calibration. Specifically: Step S1 Automatic Measurement Equipment Setup: After blasting and muck removal at the tunnel face, an automatic measurement equipment is set up at the intersection of the excavation section and the initial lining section, and near the intersection of the tunnel centerline. The automatic measurement equipment has an automatic operation function to acquire measurement point data such as the distance and angle between each measuring point on each section and the automatic measurement equipment. Step S2 specifies the direction: the area behind the automatic measuring equipment is defined as the opposite direction of the tunnel face excavation, i.e., the initial lining section; the area in front of the automatic measuring equipment is defined as the direction of the tunnel face excavation, i.e., the excavation section near the tunnel face. Step S3: Selection of the rapid measurement section: Select the measurement section using the rapid positioning and measurement method for tunnel excavation sections, referred to as the "rapid measurement section". This section covers a range of 50-100m before and after the automatic measurement equipment. Step S4: Reference section setting: Within the rapid measurement section, set any initial lining section behind the automatic measuring equipment as the reference section, which will serve as the reference for the subsequent automatic measuring equipment to calculate the relative coordinate position.

[0009] Step S5: Determining the relative position of the automatic measuring equipment: Starting from the reference section, the automatic measuring equipment sequentially measures multiple measuring points on N initial lining sections along the direction in front of the equipment. The measuring points are evenly distributed on the arch crown, surrounding rock sidewalls, and arch bottom, acquiring the geometric contour data and horizontal angle data of the N initial lining sections. , , …, Through geometric calculations, n sets of relative positioning coordinate data of the automatic measuring equipment relative to N initial lining sections are obtained. After fitting the n sets of relative positioning coordinate data, the positioning coordinate position of the automatic measuring equipment relative to the reference section is determined.

[0010] Step S6: Excavation Cross-Section Measurement: The measurement direction of the automatic measuring equipment changes from the rear of the equipment to the front. According to the settings of the automatic measuring equipment, multiple measuring points are sequentially measured on M excavation cross-sections. The measuring points are evenly distributed on the arch crown, surrounding rock sidewalls, and arch bottom to obtain the geometric contour data and horizontal angle data of the M excavation cross-sections. , , …, After geometric calculation and processing, the relative positioning coordinates of each excavation section with respect to the automatic measuring equipment are obtained, and the over-excavation and under-excavation data of M excavation sections are exported to realize the rapid assessment of the over-excavation and under-excavation situation of the excavation section.

[0011] Step S7 Periodic calibration: Perform a precise calibration of the reference section at regular intervals, use the back intersection method to determine the absolute mileage position of the reference section, and convert the relative position coordinates in steps S5-S6.

[0012] Based on the above-mentioned invention, a method for rapid positioning and measurement of tunnel excavation cross-sections is provided. This method includes setting up automatic measuring equipment, specifying the direction, selecting a rapid measurement section, setting a reference cross-section, determining the relative position of the automatic measuring equipment, measuring the excavation cross-section, and periodic calibration. It is mainly used to quickly acquire the position information of the automatic measuring equipment and the excavation cross-section during tunnel excavation cross-section measurement, facilitating the rapid assessment of over-excavation and under-excavation conditions. This provides a basis for subsequent construction procedures and shortens the construction period. It is particularly suitable for measurement and positioning tasks in tunnel engineering, and is easy to apply and promote.

[0013] Technical effects of the present invention: (1) Improve the efficiency of engineering surveying: The relative position method can eliminate the complicated station setting steps, simplify the surveying process, and thus improve the efficiency of surveying.

[0014] (2) Provide rapid over-excavation and under-excavation assessment: By quickly obtaining the location information of the excavation section, the over-excavation and under-excavation situation can be assessed in a timely manner, reducing the probability of errors and helping to ensure the safety and quality of tunnel engineering.

[0015] (3) Shorten the construction period: The rapid positioning and measurement method reduces the time for setting up stations and measuring, saves construction time, helps to speed up the construction progress and shorten the construction period.

[0016] (4) Wide applicability: This method combines advanced measurement tools and the principle of relative positioning, and is applicable to different types of tunnel projects. It has wide applicability and promotion value. Attached Figure Description

[0017] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1 This is a schematic diagram of the steps of the rapid positioning and measurement method for tunnel excavation cross-section provided by the present invention.

[0019] Figure 2 This is a top view schematic diagram of the method for rapid positioning and measurement of tunnel excavation sections provided by the present invention.

[0020] Figure 3 This is a schematic diagram of the AA cross-section of the tunnel excavation section rapid positioning and measurement method provided by the present invention.

[0021] Figure 4 This is a schematic diagram of the BB section of the tunnel excavation cross-section rapid positioning and measurement method provided by the present invention.

[0022] Figure 5 This is a schematic diagram of the CC section of the method for rapid positioning and measurement of tunnel excavation sections provided by the present invention.

[0023] In the above attached diagrams: S1 - Automatic measuring equipment setup; S2 - Direction specification; S3 - Quick measurement section selection; S4 - Reference section setting; S5 - Relative position determination of automatic measuring equipment; S6 - Excavation section measurement; S7 - Periodic calibration; 1 - Working face; 21 - Surrounding rock sidewall; 22 - Arch crown; 23 - Arch bottom; 3 - Excavation section; 31 - The Mth excavation section; 32 - The second excavation section; 33 - The first excavation section; 4 - Excavation face. 5 - Intersection of excavation section and initial lining section; 51 - Initial lining section; 52 - Second initial lining section; 53 - First initial lining section and reference section; 6 - Known leveling point; 7 - Tunnel centerline; 81 - Behind the automatic measuring equipment; 82 - In front of the automatic measuring equipment; 9 - Rapid measurement section; 91 - Initial lining section; 92 - Excavation section; 911 - Measuring point of initial lining section; 921 - Measuring point of excavation section; 10 - Automatic measuring equipment. - The horizontal angle of the first initial lining section measured by automatic measuring equipment, - The horizontal angle of the second initial lining section measured by automatic measuring equipment, - The horizontal angle of the Nth initial lining section measured by automatic measuring equipment, - The horizontal angle of the first excavation section measured by automatic measuring equipment. - The horizontal angle of the second excavation section measured by automatic measuring equipment, - The horizontal angle of the Mth excavation section as measured by automatic measuring equipment. Detailed Implementation

[0024] The present invention will be further described below with reference to the accompanying drawings and specific embodiments. It should be noted that while the description of these embodiments is intended to aid in understanding the invention, it does not constitute a limitation thereof. The specific structural and functional details disclosed herein are only for describing exemplary embodiments of the invention. However, the invention is embodied in many alternative forms and should not be construed as being limited to the embodiments described herein.

[0025] Example 1 like Figures 1-4 As shown, the rapid positioning and measurement method for tunnel excavation cross-sections provided in this embodiment mainly includes the following steps: setting up automatic measuring equipment S1, specifying the direction S2, selecting the rapid measurement section S3, setting the reference cross-section S4, determining the relative position of the automatic measuring equipment S5, measuring the excavation cross-section S6, and periodic calibration S7. Wherein: Step S1 Automatic measurement equipment setup: After the blasting and slag removal at the tunnel face, an automatic measurement equipment (10) is set up near the intersection of the excavation section and the initial lining section (4) and the tunnel centerline (7). The automatic measurement equipment (10) has an automatic operation function to obtain the distance, angle and other measurement point data between each measuring point on each section (3, 5) and the automatic measurement equipment (10). Step S2 specifies the direction: the area behind the automatic measuring equipment (81) is defined as the opposite direction of the tunnel face excavation, i.e., the initial lining section (91); the area in front of the automatic measuring equipment (82) is defined as the direction of the tunnel face excavation, i.e., the excavation section (92) near the tunnel face. Step S3: Select the rapid measurement section: Select the measurement section using the rapid positioning and measurement method of tunnel excavation section, which is called the "rapid measurement section (9)". The automatic measurement equipment (10) covers a range of 50~100m before and after the center; Step S4 Reference Section Setting: Reference section setting includes setting any initial lining section as reference section (53) within the rapid measurement section (9) and behind the automatic measuring equipment (81), as the reference for the subsequent automatic measuring equipment (10) to perform relative coordinate position calculation.

[0026] Step S5: Determining the relative position of the automatic measuring equipment: Starting from the reference section (53), the automatic measuring equipment (10) sequentially measures multiple measuring points (911) on N initial lining sections (5) along the direction in front of the automatic measuring equipment (82). The measuring points (911) are evenly distributed on the arch crown (22), the surrounding rock sidewall (21), and the arch bottom (23) to obtain the geometric contour data and horizontal angle data of the N initial lining sections (5). , , …, Through geometric calculations, n sets of relative positioning coordinate data of the automatic measuring device (10) relative to N initial lining sections (5) are obtained. After fitting the n sets of relative positioning coordinate data, the positioning coordinate position of the automatic measuring device (10) relative to the reference section (53) is determined.

[0027] Step S6: Excavation section measurement: The measurement direction of the automatic measuring device (10) changes from the rear (82) of the automatic measuring device to the front (81). According to the settings of the automatic measuring device (10), multiple measuring points (921) on M excavation sections (3) are measured in sequence. The measuring points (921) are evenly distributed on the arch top (22), the surrounding rock sidewall (21), and the arch bottom (23) to obtain the geometric contour data and horizontal angle data of the M excavation sections (3). , , …, After geometric calculation, the relative positioning coordinates of each excavation section (3) relative to the automatic measuring device (10) are obtained, and the over-excavation and under-excavation data of M excavation sections (3) are exported to realize the rapid assessment of the over-excavation and under-excavation of the excavation section.

[0028] Step S7 Periodic calibration: At regular intervals, perform a precise calibration of the reference section (53), use the back intersection method to determine the absolute mileage position of the reference section (53), and convert the relative position coordinates in steps S5-S6.

[0029] like Figures 1-4 As shown, in the specific steps of the rapid positioning and measurement method for the tunnel excavation section, the automatic measurement equipment (10) is set up in step S1. It is set up at any position near the intersection of the tunnel centerline (7) and the junction of the excavation section and the initial lining (4), as close as possible to the tunnel centerline (7), and the automatic measurement equipment (10) is started. The automatic measurement equipment (10) has an automatic operation function and acquires the distance, angle and other measurement point data between each measuring point and the automatic measurement equipment.

[0030] Preferably, in the step direction specification S2, the opposite direction of the tunnel face excavation is set behind (81) of the automatic measuring device (10), i.e., the initial lining section (91); the tunnel face excavation direction is set in front of (82) of the automatic measuring device (10), i.e., the excavation section (92) near the tunnel face.

[0031] Preferably, in step S3, the rapid measurement section (9) is the section selected for rapid measurement using this method, covering a range of 50-100 meters before and after the automatic measurement device (10).

[0032] Preferably, in the step of setting the reference section S4, within the range of the rapid measurement section (9), any initial lining section behind the automatic measuring equipment (81) of the automatic measuring equipment (10) is set as the reference section (53) as a reference for the subsequent relative position calculation of the automatic measuring equipment (10) and the excavation section (3), and the reference section (53) is set as close as possible to the known level point (6) to facilitate the subsequent absolute history verification and data conversion.

[0033] Preferably, in the step of determining the relative coordinate position of the automatic measuring device S5, the automatic measuring device (10) starts from the reference section (53) and measures multiple measuring points (911) on N initial lining sections (5) in sequence along the direction in front of the automatic measuring device (82). The measuring points (911) are evenly distributed on the arch top (22), the surrounding rock sidewall (21), and the arch bottom (23) to obtain the geometric contour data and horizontal angle data of the N initial lining sections (5). , , …, Through geometric calculations, n sets of relative positioning coordinate data of the automatic measuring device (10) relative to N initial lining sections (5) are obtained. After fitting the n sets of relative positioning coordinate data, the positioning coordinate position of the automatic measuring device (10) relative to the reference section (53) is determined. Among them, the measuring points (911) are not only evenly distributed on the arch top (22), the surrounding rock sidewall (21), and the arch bottom (23), but also the number and position of any number of measuring points can be determined in the same initial lining section.

[0034] Preferably, in the step of excavation section measurement S6, the measurement direction of the automatic measuring device is switched from the rear (81) of the automatic measuring device to the front (82) of the automatic measuring device. The cross-sectional data of the first excavation section (33) is measured, and then the cross-sectional data of the second excavation section (32) is measured. This process is repeated until the cross-sectional data of the Mth excavation section (31) is measured. The relative position coordinates of each excavation section (3) with respect to the automatic measuring device (10) and the reference section (53) are obtained through geometric calculation, and the over-excavation and under-excavation results of each excavation section (3) are derived for rapid evaluation of the over-excavation and under-excavation situation of the excavation section (92). Among them, the measuring points (921) are not only evenly distributed on the arch top (22), the surrounding rock sidewall (21), and the arch bottom (23), but also the number and position of any number of measuring points can be determined in the same excavation section.

[0035] Preferably, in the step of periodic calibration S7, the excavation section (92) is quickly measured at a certain distance, which is 50-200 meters. The precise coordinate position of the reference section (53) is measured once using the known level point (6) through the traditional rear intersection method, which is used to update the aforementioned relative coordinate data.

[0036] In summary, the rapid positioning and measurement method for tunnel excavation cross-sections provided in this embodiment has the following technical advantages: (1) Improve the efficiency of engineering surveying: The relative position method can eliminate the complicated station setting steps, simplify the surveying process, and thus improve the efficiency of surveying.

[0037] (2) Provide rapid over-excavation and under-excavation assessment: By quickly obtaining the location information of the excavation section, the over-excavation and under-excavation situation can be assessed in a timely manner, reducing the probability of errors and helping to ensure the safety and quality of tunnel engineering.

[0038] (3) Shorten the construction period: The rapid positioning and measurement method reduces the time for setting up stations and measuring, saves construction time, helps to speed up the construction progress and shorten the construction period.

[0039] (4) Wide applicability: This method combines advanced measurement tools and the principle of relative positioning, and is applicable to different types of tunnel projects. It has wide applicability and promotion value.

[0040] Finally, it should be noted that this invention is not limited to the optional embodiments described above, and anyone can derive other various forms of products under the guidance of this invention. The specific embodiments described above should not be construed as limiting the scope of protection of this invention, which should be determined by the claims, and the specification can be used to interpret the claims.

Claims

1. A method for rapid positioning and measurement of tunnel excavation cross-sections, characterized in that, The main steps include: setting up the automatic measuring equipment (S1), specifying the direction (S2), selecting the rapid measurement section (S3), setting the reference section (S4), determining the relative position of the automatic measuring equipment (S5), measuring the excavation section (S6), and periodic calibration (S7); the setting of the reference section (S4) includes: within the rapid measurement section (9), setting any initial lining section (53) behind the automatic measuring equipment (81) as the reference section (53) as the reference for the subsequent calculation of the relative coordinate position by the automatic measuring equipment (10); the determination of the relative position of the automatic measuring equipment (S5) includes: starting from the reference section (53), the automatic measuring equipment (10) sequentially measures multiple measuring points (911) on N initial lining sections (5) along the direction in front of the automatic measuring equipment (82), with the measuring points (911) evenly distributed on the arch top (22), the surrounding rock sidewall (21), and the arch bottom (23), to obtain the geometric contour data and horizontal angle data of the N initial lining sections (5). Through geometric calculation, n sets of relative positioning coordinate data of the automatic measuring device (10) relative to N initial lining sections (5) are obtained. After fitting the n sets of relative positioning coordinate data, the positioning coordinate position of the automatic measuring device (10) relative to the reference section (53) is determined. The excavation section measurement S6 includes: the measurement direction of the automatic measuring device (10) changes from the rear (81) of the automatic measuring device to the front (82) of the automatic measuring device. According to the settings of the automatic measuring device (10), multiple measuring points (921) on M excavation sections (3) are measured in sequence. The measuring points (921) are evenly distributed on the arch top (22), the surrounding rock sidewall (21) and the arch bottom (23) to obtain the geometric contour data and horizontal angle data of the M excavation sections (3). After geometric calculation, the relative positioning coordinates of each excavation section (3) relative to the automatic measuring device (10) are obtained, and the over-excavation and under-excavation data of M excavation sections (3) are exported to realize the assessment of the over-excavation and under-excavation of the excavation section.

2. The method for rapid positioning and measurement of tunnel excavation cross-section as described in claim 1, characterized in that, The automatic measurement equipment installation step S1 includes setting up an automatic measurement equipment (10) at the intersection of the excavation section and the initial lining section (4) and the tunnel centerline (7) after the blasting and muck removal at the tunnel face. The automatic measurement equipment (10) has an automatic operation function and acquires the distance and angle measurement data between each measuring point on each section (3, 5) and the automatic measurement equipment (10).

3. The method for rapid positioning and measurement of tunnel excavation cross-sections as described in claim 1, characterized in that, The direction specified in step S2 includes the rear (81) of the automatic measuring equipment as the opposite direction of the tunnel face excavation, i.e., the initial lining section (91); and the front (82) of the automatic measuring equipment as the direction of the tunnel face excavation, i.e., the excavation section (92) near the tunnel face.

4. The method for rapid positioning and measurement of tunnel excavation cross-section as described in claim 1, characterized in that, The specific operation of step S3 is as follows: the measurement section to which the method is applied is selected as the rapid measurement section (9), and the range of the rapid measurement section (9) is centered on the automatic measurement device (10) and covers 50~100m before and after.

5. The method for rapid positioning and measurement of tunnel excavation cross-section as described in claim 1, characterized in that, The periodic calibration in step S7 includes performing a precise calibration of the reference section (53) at regular intervals, using the back intersection method to determine the absolute mileage position of the reference section (53), and converting the relative position coordinates in steps S5-S6.

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