CN113624153A - Large rock slope surface deformation monitoring method - Google Patents
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- G—PHYSICS
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- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B11/00—Measuring arrangements characterised by the use of optical techniques
- G01B11/16—Measuring arrangements characterised by the use of optical techniques for measuring the deformation in a solid, e.g. optical strain gauge
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B11/00—Measuring arrangements characterised by the use of optical techniques
- G01B11/002—Measuring arrangements characterised by the use of optical techniques for measuring two or more coordinates
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B7/00—Measuring arrangements characterised by the use of electric or magnetic techniques
- G01B7/004—Measuring arrangements characterised by the use of electric or magnetic techniques for measuring coordinates of points
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B7/00—Measuring arrangements characterised by the use of electric or magnetic techniques
- G01B7/16—Measuring arrangements characterised by the use of electric or magnetic techniques for measuring the deformation in a solid, e.g. by resistance strain gauge
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Abstract
The invention discloses a method for monitoring surface deformation of a large rock slope, which comprises the following steps: dividing the side slope to be monitored into the following parts according to geological conditions and deformation characteristics: discrete structure zone, fragmentation structure zone, relative stable zone and stable zone; measuring point deformation measurement of the discrete body structure area is carried out in a non-prism non-contact monitoring mode in the discrete body structure area; measuring deformation of measuring points in the fragmentation structure area by adopting a prism monitoring mode in the fragmentation structure area; measuring point deformation measurement is carried out in a relatively stable area in a GNSS monitoring mode; monitoring and early warning the integral deformation of the side slope by adopting a radar and video monitoring mode on the opposite bank of the side slope to be monitored; acquiring and storing all slope deformation monitoring data; and performing statistical analysis and early warning judgment on all slope deformation monitoring data on the slope deformation monitoring integrated management cloud platform.
Description
Technical Field
The invention relates to the technical field of hydropower station side slope monitoring, in particular to a large rocky side slope surface deformation monitoring method.
Background
In the field of slope deformation monitoring engineering, particularly in the process of slope deformation monitoring in a hydropower station reservoir area, surface deformation monitoring is used as a project capable of quickly and visually reflecting the current situation of a slope, and becomes a necessary project for slope safety monitoring design. Currently, the common deformation monitoring methods mainly include monitoring by using a prism with a total station and monitoring by using GNSS with various global satellites. When the two monitoring modes need field construction, auxiliary measures such as constructing a packway or a steel ladder stand on a side slope are taken, and a constructor installs a prism measuring point or a GNSS monitoring measuring pier on the side slope to serve as a target point. The difficulty is that for large complex high and steep side slopes with the size of more than hundred meters or landslides with loose accumulation bodies on the surface, the implementation of target points on the surface is very difficult. In this case, non-contact deformation monitoring becomes an essential means. Such as radar monitoring, prism-free monitoring, video monitoring, etc. However, the slope has certain limitation only by adopting a non-contact monitoring means, and the radar monitoring is characterized in that the integral deformation of the slope can be obtained, and the deformation value of a target point in the direction of a geodetic coordinate is difficult to quantify; the monitoring without the prism is characterized in that the deformation value of the three-dimensional coordinate is lower than the monitoring precision of the prism; video monitoring can only macroscopically control the current situation of the side slope. For safety monitoring of large complex slopes of hydropower stations, engineering requirements cannot be met by only one or two monitoring methods. How to carry out multisource integration with conventional side slope surface deformation monitoring means and non-contact deformation monitoring means to implement all-round, high accuracy monitoring to the large-scale complicated side slope that influences pivot building is the problem that needs to solve when the side slope deformation monitoring design.
Disclosure of Invention
The invention provides a large rock slope surface deformation monitoring method, which aims to solve the problem that the safety monitoring requirement of a large complex slope of a hydropower station cannot be met only by one or two monitoring methods in the prior art.
The technical scheme adopted by the invention is as follows:
a large rock slope surface deformation monitoring method comprises the following steps:
according to the rock mass structure of the rock slope, dividing the slope to be monitored into: discrete structure zone, fragmentation structure zone, relative stable zone and stable zone;
measuring point deformation of the discrete body structure area in a non-prism non-contact monitoring mode in the discrete body structure area;
measuring deformation of measuring points in the fragmentation structure area by adopting a prism monitoring mode in the fragmentation structure area;
measuring point deformation of the relatively stable region in the relatively stable region by adopting a GNSS monitoring mode;
monitoring and early warning the integral deformation of the side slope by adopting a radar and video monitoring mode on the opposite bank of the side slope to be monitored;
acquiring and storing all slope deformation monitoring data;
and performing statistical analysis and early warning judgment on all the slope deformation monitoring data on the slope deformation monitoring integrated management cloud platform.
Preferably, the slope to be monitored is divided into the following according to the rock mass structure of the rock slope: discrete structured zones, fragmented structured zones, relative stable zones, and stable zones, comprising:
dividing the slope to be monitored into the following sections according to GB/T50218 'engineering rock mass grading standard': the discrete structured zone, the fragmented structured zone, the relatively stable zone, and the stable zone;
the average horizontal thickness of the discrete structure area is less than 30m, and the rock mass structure is equivalent to V level;
the average horizontal thickness of the fragmentation structural zone is 40-60 m, and the rock mass structure is equivalent to IV level;
the average horizontal thickness of the relatively stable area is 50-80 m, and the rock mass structure is equivalent to IV 1-III 2 levels;
the stable region rock mass structure is equivalent to more than III level.
Preferably, the measuring point deformation measurement of the discrete structure area in the discrete structure area by a prism-free non-contact monitoring mode comprises:
erecting a total station at a stable position selected from opposite shore or same shore of the discrete structure area;
the total station can carry out non-prism non-contact measurement through looking at the monitored area, and X, Y, Z coordinates of any discrete measuring point in the measured discrete structure area are obtained.
Preferably, the measuring point deformation measurement in the fragmentation structure region by adopting a prism monitoring mode in the fragmentation structure region includes:
erecting a total station at a stable position selected from opposite shore or same shore of the cracked structure area;
pouring a concrete surface deformation measuring pier in a avenue or a self-constructed platform in the detected area of the fragmentation structural area;
a special measuring prism is arranged on the surface deformation measuring pier;
and (4) aiming the total station at the prism to obtain the X, Y, Z coordinate of the prism measuring point.
Preferably, the measuring point deformation measurement of the relatively stable region in the relatively stable region by adopting a GNSS monitoring method includes:
arranging GNSS measuring points in the relatively stable area;
a reference station is arranged at a stable position selected in the relative stable area;
and obtaining X, Y, Z coordinates of the relatively stable area measuring point by calculation by adopting a satellite positioning principle.
Preferably, adopt the radar monitoring mode in waiting to monitor the side slope to the bank, monitor and the early warning to the whole deformation of side slope, include:
carrying out space scanning through the micro-variation monitoring radar equipment to obtain a radar monitoring image of the side slope to be monitored;
collecting and processing the radar monitoring image data and the related sensor monitoring data through a data collection module of the micro-variation monitoring radar equipment;
the data analysis early warning module of the micro-variation monitoring radar equipment is provided with color bars, and the color bars are used for distinguishing and setting slope deformation displacement in a time period through different colors.
Preferably, adopt the video monitoring mode in waiting to monitor the side slope to the bank, monitor and the early warning to the whole deformation of side slope, include:
the method comprises the following steps that video monitoring equipment is arranged at a stable position selected by a slope opposite to a to-be-monitored slope, the video monitoring equipment comprises a high-definition camera and an infrared camera, the high-definition camera is adopted in the daytime, the infrared camera is adopted at night, the high-definition camera and the infrared camera are located on the same tripod head, monitoring is achieved 24 hours in the daytime and at night, and monitoring images and videos are automatically recorded;
and after the collapse is detected, marking the collapse path and range on the monitoring image, automatically performing statistical analysis and recording on the collapse event of the slope, and sending out an alarm signal.
Preferably, the high-definition camera is an electric zoom and has pixels not less than 200 ten thousand; the pixel of the infrared camera is not less than 640x512, the temperature sensitivity NETD is not more than 30mK, and the zoom is continuous from 25mm to 75 mm.
Preferably, the acquiring and storing all slope deformation monitoring data includes:
and automatically acquiring and storing all the slope deformation monitoring data on the slope deformation monitoring integrated management cloud platform through a data interface based on a mysql5.6 database.
The technical scheme adopted by the invention has the following beneficial effects:
the invention provides a multi-source fusion monitoring method for surface deformation of a large-scale complex rocky slope, which applies prism monitoring, prism-free monitoring, GNSS monitoring, radar monitoring and video monitoring to surface deformation monitoring of the same slope, integrates deformation monitoring and early warning combined monitoring technology, comprehensively utilizes manual monitoring and automatic monitoring combined technology and slope integral deformation and key target point monitoring technology, and realizes high-precision monitoring of all-round target point monitoring, integral monitoring and macro monitoring multi-source fusion of the slope.
Drawings
In order to more clearly illustrate the technical solution of the present invention, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious to those skilled in the art that other drawings can be obtained based on these drawings without creative efforts.
FIG. 1 is a flow chart of a large rock slope surface deformation monitoring method of the present invention;
FIG. 2 is a schematic view of a prism monitoring system according to the present invention;
FIG. 3 is a sectional view of the geologic structure of a fruit Bo bank slope according to an embodiment of the present invention;
FIG. 4 is a layout diagram of a fruit Bo bank slope prism-free measuring point, a prism measuring point and a GNSS measuring point in the embodiment of the invention;
FIG. 5 is a line of the integrated displacement process of fruit-vegetable bank slope monitoring without prism in the embodiment of the present invention;
FIG. 6 is a cloud platform login interface for slope deformation monitoring and integrated management of fruit bank engineering in an embodiment of the present invention;
illustration of the drawings:
wherein, 1-prism, 2-surface deformation measuring pier.
Detailed Description
Reference will now be made in detail to embodiments, examples of which are illustrated in the accompanying drawings. When the following description refers to the accompanying drawings, like numbers in different drawings represent the same or similar elements unless otherwise indicated. The embodiments described in the following examples do not represent all embodiments consistent with the present invention. But merely as exemplifications of systems and methods consistent with certain aspects of the invention, as detailed in the claims.
Referring to fig. 1, a flow chart of a large rock slope surface deformation monitoring method of the present invention is shown.
The invention provides a large rock slope surface deformation monitoring method, which comprises the following steps:
according to the rock mass structure of the rock slope, dividing the slope to be monitored into: discrete structure zone, fragmentation structure zone, relative stable zone and stable zone;
measuring point deformation of the discrete body structure area in a non-prism non-contact monitoring mode in the discrete body structure area;
measuring deformation of measuring points in the fragmentation structure area by adopting a prism monitoring mode in the fragmentation structure area;
measuring point deformation of the relatively stable region in the relatively stable region by adopting a GNSS monitoring mode;
the side slope of the stable area is generally not required to be monitored, and a working base point can be arranged;
monitoring and early warning the integral deformation of the side slope by adopting a radar and video monitoring mode on the opposite bank of the side slope to be monitored;
acquiring and storing all slope deformation monitoring data;
and performing statistical analysis and early warning judgment on all the slope deformation monitoring data on the slope deformation monitoring integrated management cloud platform.
The method comprises the following steps of dividing a slope to be monitored into the following regions according to the rock mass structure of the rocky slope: discrete structured zones, fragmented structured zones, relative stable zones, and stable zones, comprising:
dividing the slope to be monitored into the following sections according to GB/T50218 'engineering rock mass grading standard': the discrete structured zone, the fragmented structured zone, the relatively stable zone, and the stable zone;
the average horizontal thickness of the discrete structure area is less than 30m, the rock structure is equivalent to grade V and comprises a surface loose rock body, a collapsed accumulation body, a covering loose soil layer, completely weathered granite and the like, the discrete structure belongs to the worst slope body substance on a bank slope, holes are difficult to form in the process of open cut excavation, personnel and equipment are not easy to reach, and the rock structure is easy to collapse;
the average horizontal thickness of the fractured structure area is 40-60 m, the local thickness is more than 100m, the rock mass structure is equivalent to IV grade, part of fractured structure zones are distributed at the lower part of the discrete bodies, part of fractured structure zones are exposed out of the ground, the structure is relatively complete relative to the surface discrete body structure, rock debris and mud are filled locally between rock masses, the embedding is relatively loose, fractures develop densely, the direction is disordered, the secondary filling is more, the fractured structure zone can reach personnel and equipment, and the fractured structure zone can collapse under the power working condition in the later period;
the average horizontal thickness of the relatively stable area is 50-80 m, the rock mass structure is equivalent to IV 1-III 2 level, the integrity of the rock mass is poor, a small amount of rock debris and mud are filled in the local parts among the rock masses, the embedding is medium and tight, personnel and equipment in the relatively stable area can reach, and the later stage is not easy to slip and collapse;
the structure of the stable region rock mass is equivalent to more than III level, the integrity of the rock mass of the slope surface part is good, personnel and equipment can reach the stable region rock mass, monitoring is not needed generally, and a working base point can be laid.
The measuring point deformation measurement of the discrete body structure area is carried out in the discrete body structure area by adopting a non-prism non-contact monitoring mode, and comprises the following steps:
erecting a total station at a stable position selected from opposite shore or same shore of the discrete structure area;
the total station can carry out non-prism non-contact measurement through looking at the monitored area, and X, Y, Z coordinates of any discrete measuring point in the measured discrete structure area are obtained.
And a prism-free non-contact monitoring mode is adopted in the discrete structure area, namely, prism measuring points do not need to be arranged on the surface of the slope. The non-prism monitoring adopts a polar coordinate method, and the total station can be measured only by finding a proper position as a working base point in a stabilizing area of the opposite bank or the same bank of the side slope and erecting the total station to ensure that the total station is in full view with the monitored position. The farthest distance between the working base point and the monitoring part is determined according to the effective monitoring distance of the total station. The prism-free monitoring is a method for replacing the traditional surface deformation monitoring method when the slope is not provided with the condition of increasing surface measuring points. By monitoring without a prism, X, Y, Z coordinates of any discrete measuring point in a measured area can be obtained, and slope deformation can be monitored. The prism-free monitoring input equipment amount is only 1 total station.
The measuring point deformation measurement of the fragmentation structure area is carried out in the fragmentation structure area by adopting a prism monitoring mode, and the method comprises the following steps:
erecting a total station at a stable position selected from opposite shore or same shore of the cracked structure area;
as shown in fig. 2, pouring concrete surface deformation measuring piers 2 in the detected area of the fragmentation structural area or the self-building platform;
a special measuring prism 1 is arranged on the surface deformation measuring pier;
and (4) aiming the total station at the prism 1 to obtain X, Y, Z coordinates of the measuring point of the prism 1.
And a prism monitoring mode is adopted in the fragmentation structural region, and the prism target is clear and easy to be aligned, so that the deformation of a target point can be accurately monitored. If the slope of the later-stage fractured structure area collapses a little, the damage of the prism measuring point is small compared with the damage and the establishment of the GNSS measuring point, and the economic loss and the working difficulty are small. The prism monitoring input equipment amount is 1 total station, a plurality of prisms 1 and a surface deformation measuring pier 2.
The method for measuring the deformation of the measuring point of the relatively stable area in the relatively stable area by adopting a GNSS monitoring mode comprises the following steps:
arranging GNSS measuring points in the relatively stable area;
a reference station is arranged at a stable position selected in the relative stable area;
and obtaining X, Y, Z coordinates of the relatively stable area measuring point by calculation by adopting a satellite positioning principle.
The GNSS monitoring mode is a measuring mode without manual and full-automatic monitoring. In the three modes of no prism, prism and GNSS monitoring, the cost of a single measuring point is compared with that of the GNSS measuring point, and the unit price of the GNSS measuring point is the most expensive. The GNSS is arranged in a relatively stable area, so that equipment damage caused by slope collapse in the later period is avoided, and economic loss and manual monitoring workload are reduced.
Along with the aggravation of the deformation condition of the side slope, the discrete body structure area, the fragmentation structure area and the relative stable area are mutually converted, the side slope monitoring means can be timely adjusted, and various monitoring modes can be flexibly implemented in the newly divided areas.
Adopt the radar monitoring mode to the bank at the side slope of waiting to monitor, monitor and the early warning to the whole deformation of side slope, include:
carrying out space scanning through the micro-variation monitoring radar equipment to obtain a high-resolution radar monitoring image of the side slope to be monitored, wherein the coverage range reaches ten square kilometers, and simultaneously monitoring radar information of millions of monitoring points;
collecting and processing the radar monitoring image data and the related sensor monitoring data through a data collection module of the micro-variation monitoring radar equipment;
setting color bars through a data analysis early warning module of the micro-variation monitoring radar equipment, wherein the color bars are used for distinguishing and setting slope deformation displacement in a time period through different colors; for example: when the displacement amount exceeds 20mm within a set period of time, the color changes to red to indicate that the radar is facing toward, and blue to indicate that the radar is away from; by the setting of the color bar, different colors are used to indicate the trend of change, and when the displacement speed exceeds 10mm/h within the set period of time, the color changes to yellow to indicate that the radar is facing toward, and blue to indicate that the radar is away from.
Adopt the video monitoring mode to the bank at the side slope of waiting to monitor, monitor and the early warning to the whole deformation of side slope, include:
the method comprises the following steps that video monitoring equipment is arranged at a stable position selected by a slope opposite to a to-be-monitored slope, the video monitoring equipment comprises a high-definition camera and an infrared camera, the high-definition camera is adopted in the daytime, the infrared camera is adopted at night, the high-definition camera and the infrared camera are located on the same tripod head, monitoring is achieved 24 hours in the daytime and at night, and monitoring images and videos are automatically recorded;
the minimum identification collapse slip amount of the video monitoring equipment is not more than 3m3And after the collapse is detected, marking the collapse path and range on the monitoring image through intelligent video mobile detection software, automatically counting, analyzing and recording collapse events of the slope, and sending out an alarm signal. The slope collapse event comprises the occurrence time of the collapse event, the estimated collapse amount, the approximate position and the area of the collapse.
The high-definition camera is electrically zoomed, and pixels are not less than 200 ten thousand; the pixel of the infrared camera is not less than 640x512, the temperature sensitivity NETD is not more than 30mK, and the zoom is continuous from 25mm to 75 mm.
The integration technology of the acquisition system is researched by starting from different interfaces and communication protocols of acquisition software of various monitoring instruments and equipment. By means of cloud resources, Java language is selected to carry out system development in Eclipse, VS2008 and VSCode environments, integration and fusion of all systems are carried out on the software level aiming at the existing GNSS monitoring system, radar monitoring system, video monitoring system and other monitoring systems to form the slope deformation monitoring integrated management cloud platform, and integrated platform management of the whole slope monitoring system is achieved.
The method for carrying out statistical analysis and early warning judgment on all the slope deformation monitoring data on the slope deformation monitoring integrated management cloud platform comprises the following steps:
the slope deformation monitoring integrated management cloud platform automatically acquires all slope deformation monitoring data through a data interface based on a mysql5.6 database, and performs statistical analysis and early warning judgment immediately after the slope deformation monitoring data are stored.
Examples
The elevation of the normal water storage level of the fruit bank is 900-1700 m away from the dam, the slope height is 650-700 m, and the fruit bank belongs to the bank close to the dam. The height of the ground of the platform at the top of the bank slope is generally 2930 m-2950 m, the length of the platform is 750m, and the width of the platform is 50 m-290 m. The fruit bank engineering is divided into No. 1-5 beams and double yellow beams from downstream to upstream.
The fruit bank slope rock mass can be generally divided into the following structural types:
(1) discrete structure area: the rock mass structure is equivalent to a V-level. The beam is mainly distributed near the ridge of the No. 2 beam to the No. 5 beam in the area II and the top platform, the distribution elevation changes greatly, and the lower part of the No. 3 beam is higher than 2500 m. The surface rock mass is broken into blasting bulk, rock debris or mud is clamped between rock masses, the rock mass is embedded and loosened, an unloading tensile crack develops extremely, the belt is prone to collapse, the horizontal thickness is generally less than 30m, the belt is easy to lose stability and deform, holes are difficult to form in the process of excavating the horizontal tunnel, and full support is needed. Belongs to the worst slope material on a bank slope, and is easy to loosen, crack and collapse.
(2) Fragmentation domain: the part of the broken structure zone is partially exposed on the ground, the local broken structure zones are distributed at the lower part of the bulk body, the number of the broken structure zones is more than that of the mountain beams, the broken structure zone is complete relative to the bulk body on the surface layer, the loose bulk body is mainly poured in a plate crack shape, rock debris and mud are filled locally between rock masses, the embedding is loose, the cracks are densely developed, the direction is disordered, the broken rock mass is filled with more secondary materials, and the broken structure zone with large depth belongs to the same type. The general horizontal thickness below the 2750m elevation is 40-60 m, the thickness above the 2750m elevation is more than 100m and slightly deeper than the gully bottom, the gully is equivalent to an IV-grade rock body, and the local shallow layer belongs to a V-grade rock body.
(3) Relative stable area: the integrity of rock mass is poor, a small amount of rock debris and argillaceous substances are filled in the local parts among rock masses, the embedding is medium and tight, and the rock mass is equivalent to an IV 1-III 2-level rock mass structure. The cracks are distributed at intervals with intervals of 2-3 m along the structural plane in the same direction, rock masses among the cracks are relatively complete, have a relaxation phenomenon and are slightly weathered (except for miscarriage bodies with the length of 2750 m). The core in the drilling hole is columnar and continuous. The thickness is 50 m-80 m, and the horizontal buried depth is generally 70 m-90 m. The developed unloading cracks are basically intermittent, the interval is more than 5m, and the rock mass between the unloading cracks is relatively complete; the band is less likely to deform and is the main body of each deformation zone.
(4) A stable region: the rock mass is a normal rock mass in a deformation zone, wherein the mosaic structure is a transition zone rock mass in a deeper unloading rock mass, basically has no crack or only a small amount of intermittent micro cracks, the rock mass is slightly loose and has no obvious looseness, and the general thickness is 30-50 m. The secondary blocks are weak weathering lower section unloaded rock masses, the integrity of the rock masses is poor to be complete, the rock masses are embedded tightly, the structural surface develops to medium development, no deformation is shown, and the zone is equivalent to III-II rock masses.
The standard of dividing the seismic wave velocity of each rock mass structure zone according to the geophysical prospecting detection wave velocity is as follows: the seismic wave velocity of the scattered structure with the hole wall is less than 1000 m/s; the seismic wave speed of the fragmentation structure with the hole wall is 1000-2000 m/s; the seismic wave speed of the block structure with the hole wall is 2000 m/s-3000 m/s; the mosaic-secondary block structure with the hole wall seismic wave velocity is more than 3000 m/s.
In general, as shown in fig. 3, the exploration adit reveals that the rock mass in the deformation zone is mainly the spallation structural zone where the relatively stable zone is located, and is the fracture structural zone where the fracture structural zone is located, and the higher the elevation is, the more developed the rock mass of the fracture structural zone is; the rock mass in the non-deformation area is mainly an embedded-secondary blocky structure zone where the stable area is located, and is secondarily a blocky structure zone, and the lower the elevation is, the more developed the embedded-secondary blocky structure zone is.
A relative stable area is formed below the height of the No. 1 beam 2800m and below the height of the double yellow beams 2700m, GNSS monitoring is adopted, and the system is stable and reliable.
Fruit bank slope No. 2 roof beam, No. 3 roof beam part are the discrete body structure area, and the slumping condition is comparatively serious, and personnel, equipment can't reach, adopt no prism monitoring, arrange the target point 21 of being surveyed, adopt TS30 total powerstation to monitor according to three equal precision strictly.
L1 and L2 monitoring piers are respectively established at 2851.6m and 2640.4m of the downstream side of the first beam, a prism-free measuring point at the upper part of the fruit-radish bank slope is monitored mainly by L1, a prism-free measuring point at the middle lower part of the bank slope is monitored by L2, the vertical height difference of the fruit-radish bank slope to be detected is near 500 meters, and two monitoring stations are established at the upper part and the lower part simultaneously, so that the pitch angle during monitoring is reduced, the measured slope distance is shortened, and the measured slope distance is close to the horizontal direction. To ensure consistency of prism-free survey values, the rear viewpoints of both stations were determined as the LB80 survey pier of the left bank. The measured data is recorded by a memory card, transmitted to a computer through a transmission line, then calculated by using an Excel spreadsheet, and re-measured for the points which are out of limit and not in accordance with the requirements until the requirements are met. Before coordinate calculation, meteorological correction, multiplication constant correction, inclination correction, side length projection correction and side length Gaussian projection correction are firstly carried out. The measurement result shows that the laika TS30 prism-free total station is feasible for monitoring the deformation of the landslide body.
The arrangement diagram of the fruit-radish bank slope prism-free measuring points, the prism measuring points and the GNSS measuring points is shown in figure 4, and the integrated displacement process line of the fruit-radish bank slope prism-free monitoring is shown in figure 5.
The No. 3 beam part, the No. 4 beam and the No. 5 beam are fragmentation structural regions and are monitored by adopting prisms. The prism monitoring is arranged in total, and monitoring is carried out by adopting a TS30 total station instrument according to the accuracy of three equal degrees strictly.
A radar monitoring system and a video monitoring system are arranged on the opposite bank (left bank) of the fruit bank slope to monitor the whole slope. The fruit bank slope is monitored in all directions by utilizing optics, satellite remote sensing, infrared light and electromagnetic waves and integrating various monitoring results.
By means of cloud resources, Java language is selected to develop a slope deformation monitoring integrated management cloud platform in Eclipse, VS2008 and VSCode environments, and aiming at an existing GNSS monitoring system, a radar monitoring system, a video monitoring system and other monitoring systems, the slope deformation monitoring integrated management cloud platform is used for integrating all the systems on a software level, so that integrated platform management of the whole slope monitoring system is achieved.
As shown in fig. 6, the operation requirements of the slope deformation monitoring integrated management cloud platform are as follows:
operating the system: windows 64-bit, Linux
The browser: browser capable of completely supporting html5 according to standard and related version
An application server: apache Tomcat
A database: mysql5.6
A mobile phone APP: supporting Android and IOS
Java runtime Environment: JDK1.8
The GNSS and radar monitoring data of the surface deformation are stored in respective system databases of manufacturers, the slope deformation monitoring integrated management cloud platform automatically acquires the monitoring data of the measuring points through a data interface, and after the data are stored, statistical analysis and early warning judgment are carried out in real time. In addition, the slope deformation monitoring integrated management cloud platform reserves an interface for artificial prism monitoring, the interface can be stored in the slope deformation monitoring integrated management cloud platform in an input or leading-in mode, and after data are stored, statistical analysis and early warning judgment are automatically carried out.
The invention provides a multi-source fusion monitoring method for surface deformation of a large-scale complex rocky slope, which applies prism monitoring, prism-free monitoring, GNSS monitoring, radar monitoring and video monitoring to surface deformation monitoring of the same slope, integrates deformation monitoring and early warning combined monitoring technology, comprehensively utilizes manual monitoring and automatic monitoring combined technology and slope integral deformation and key target point monitoring technology, and realizes high-precision monitoring of all-round target point monitoring, integral monitoring and macro monitoring multi-source fusion of the slope.
The embodiments of the present invention are described in detail, and the embodiments are only examples of the general inventive concept, and should not be construed as limiting the scope of the present invention. Any other embodiments extended by the solution according to the invention without inventive step will be within the scope of protection of the invention for a person skilled in the art.
Claims (9)
1. A large rock slope surface deformation monitoring method is characterized by comprising the following steps:
according to the rock mass structure of the rock slope, dividing the slope to be monitored into: discrete structure zone, fragmentation structure zone, relative stable zone and stable zone;
measuring point deformation of the discrete body structure area in a non-prism non-contact monitoring mode in the discrete body structure area;
measuring deformation of measuring points in the fragmentation structure area by adopting a prism monitoring mode in the fragmentation structure area;
measuring point deformation of the relatively stable region in the relatively stable region by adopting a GNSS monitoring mode;
monitoring and early warning the integral deformation of the side slope by adopting a radar and video monitoring mode on the opposite bank of the side slope to be monitored;
acquiring and storing all slope deformation monitoring data;
and performing statistical analysis and early warning judgment on all the slope deformation monitoring data on the slope deformation monitoring integrated management cloud platform.
2. The method for monitoring the surface deformation of the large rocky slope according to claim 1, wherein the slope to be monitored is divided into the following regions according to the rock mass structure of the rocky slope: discrete structured zones, fragmented structured zones, relative stable zones, and stable zones, comprising:
dividing the slope to be monitored into the following sections according to GB/T50218 'engineering rock mass grading standard': the discrete structured zone, the fragmented structured zone, the relatively stable zone, and the stable zone;
the average horizontal thickness of the discrete structure area is less than 30m, and the rock mass structure is equivalent to V level;
the average horizontal thickness of the fragmentation structural zone is 40-60 m, and the rock mass structure is equivalent to IV level;
the average horizontal thickness of the relatively stable area is 50-80 m, and the rock mass structure is equivalent to IV 1-III 2 levels;
the stable region rock mass structure is equivalent to more than III level.
3. The method for monitoring the surface deformation of the large rocky slope according to claim 1, wherein the measuring point deformation measurement of the discrete body structure area is carried out in a non-prism non-contact monitoring mode in the discrete body structure area, and comprises the following steps:
erecting a total station at a stable position selected from opposite shore or same shore of the discrete structure area;
the total station can carry out non-prism non-contact measurement through looking at the monitored area, and X, Y, Z coordinates of any discrete measuring point in the measured discrete structure area are obtained.
4. The method for monitoring the surface deformation of the large rocky slope according to claim 1, wherein the step of measuring the deformation of the measuring point of the fractured structure zone in the fractured structure zone by adopting a prism monitoring mode comprises the following steps:
erecting a total station at a stable position selected from opposite shore or same shore of the cracked structure area;
pouring a concrete surface deformation measuring pier in a avenue or a self-constructed platform in the detected area of the fragmentation structural area;
a special measuring prism is arranged on the surface deformation measuring pier;
and (4) aiming the total station at the prism to obtain the X, Y, Z coordinate of the prism measuring point.
5. The method for monitoring the surface deformation of the large rocky slope according to claim 1, wherein the measuring point deformation measurement of the relative stability region in the relative stability region by using a GNSS monitoring method comprises:
arranging GNSS measuring points in the relatively stable area;
a reference station is arranged at a stable position selected in the relative stable area;
and obtaining X, Y, Z coordinates of the relatively stable area measuring point by calculation by adopting a satellite positioning principle.
6. The method for monitoring the surface deformation of the large rock slope according to claim 1, wherein the monitoring and early warning of the overall deformation of the slope is carried out by adopting a radar monitoring mode on the opposite bank of the slope to be monitored, and comprises the following steps:
carrying out space scanning through the micro-variation monitoring radar equipment to obtain a radar monitoring image of the side slope to be monitored;
collecting and processing the radar monitoring image data and the related sensor monitoring data through a data collection module of the micro-variation monitoring radar equipment;
the data analysis early warning module of the micro-variation monitoring radar equipment is provided with color bars, and the color bars are used for distinguishing and setting slope deformation displacement in a time period through different colors.
7. The method for monitoring the surface deformation of the large rock slope according to claim 1, wherein the video monitoring mode is adopted on the opposite bank of the slope to be monitored to monitor and early warn the integral deformation of the slope, and the method comprises the following steps:
the method comprises the following steps that video monitoring equipment is arranged at a stable position selected by a slope opposite to a to-be-monitored slope, the video monitoring equipment comprises a high-definition camera and an infrared camera, the high-definition camera is adopted in the daytime, the infrared camera is adopted at night, the high-definition camera and the infrared camera are located on the same tripod head, monitoring is achieved 24 hours in the daytime and at night, and monitoring images and videos are automatically recorded;
and after the collapse is detected, marking the collapse path and range on the monitoring image, automatically performing statistical analysis and recording on the collapse event of the slope, and sending out an alarm signal.
8. The method for monitoring the surface deformation of the large rocky slope according to claim 7, wherein the high-definition camera is an electric zoom and has pixels of not less than 200 ten thousand; the pixel of the infrared camera is not less than 640x512, the temperature sensitivity NETD is not more than 30mK, and the zoom is continuous from 25mm to 75 mm.
9. The method for monitoring the surface deformation of the large rocky slope according to claim 1, wherein the acquiring and storing all slope deformation monitoring data includes:
and automatically acquiring and storing all the slope deformation monitoring data on the slope deformation monitoring integrated management cloud platform through a data interface based on a mysql5.6 database.
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