CN113945187A - Method for burying monitoring pipeline of rock-fill dam internal deformation measuring robot - Google Patents
Method for burying monitoring pipeline of rock-fill dam internal deformation measuring robot Download PDFInfo
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- CN113945187A CN113945187A CN202111053093.0A CN202111053093A CN113945187A CN 113945187 A CN113945187 A CN 113945187A CN 202111053093 A CN202111053093 A CN 202111053093A CN 113945187 A CN113945187 A CN 113945187A
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- 238000012544 monitoring process Methods 0.000 title claims abstract description 229
- 238000000034 method Methods 0.000 title claims abstract description 32
- 239000004576 sand Substances 0.000 claims abstract description 48
- 239000000463 material Substances 0.000 claims description 15
- 238000006073 displacement reaction Methods 0.000 claims description 9
- 238000004062 sedimentation Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 abstract description 18
- 238000000691 measurement method Methods 0.000 abstract 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 8
- 229910000831 Steel Inorganic materials 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000003139 buffering effect Effects 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000032683 aging Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 210000004126 nerve fiber Anatomy 0.000 description 1
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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
- G01S—RADIO DIRECTION-FINDING; RADIO NAVIGATION; DETERMINING DISTANCE OR VELOCITY BY USE OF RADIO WAVES; LOCATING OR PRESENCE-DETECTING BY USE OF THE REFLECTION OR RERADIATION OF RADIO WAVES; ANALOGOUS ARRANGEMENTS USING OTHER WAVES
- G01S19/00—Satellite radio beacon positioning systems; Determining position, velocity or attitude using signals transmitted by such systems
- G01S19/38—Determining a navigation solution using signals transmitted by a satellite radio beacon positioning system
- G01S19/39—Determining a navigation solution using signals transmitted by a satellite radio beacon positioning system the satellite radio beacon positioning system transmitting time-stamped messages, e.g. GPS [Global Positioning System], GLONASS [Global Orbiting Navigation Satellite System] or GALILEO
- G01S19/42—Determining position
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- General Physics & Mathematics (AREA)
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- Testing Or Calibration Of Command Recording Devices (AREA)
Abstract
The invention discloses a method for burying a monitoring pipeline of a rock-fill dam internal deformation measuring robot, which comprises the following steps: excavating monitoring grooves on a plurality of monitoring sections of the rock-fill dam according to a preset pipeline arrangement drawing; laying a first sand layer at the bottom of the monitoring groove, and placing a flexible deformation monitoring pipeline in the monitoring groove; measuring the elevation of the flexible deformation monitoring pipeline, and adjusting the flexible deformation monitoring pipeline in real time according to the measured elevation data to enable the flexible deformation monitoring pipeline to reach a required gradient ratio; and backfilling the monitoring groove. The problem of current monitoring instrument and measurement technique can't the inside deformation of precision measurement superelevation rock-fill dam is solved.
Description
Technical Field
The invention relates to the technical field of dam safety monitoring and measurement, in particular to a method for burying a monitoring pipeline of a robot for measuring internal deformation of a rock-fill dam.
Background
The rock-fill dam is an important dam type, in recent years, the construction result of the rock-fill dam in China is remarkable, a batch of symbolic projects are built, and attack and customs are gradually initiated to the ultrahigh rock-fill dam.
Along with the rock-fill dam gradually launches the attack to 300m super high dam body, the height and the volume of rock-fill dam are all increasing constantly, and traditional monitoring instrument is like: the strength of the steel wires of the tension wire type horizontal displacement meter and the water pipe type settlement meter and the length of the communicated water pipe reach the limit of materials and technical processes, and the integrity and the measurement precision of monitoring data are influenced.
Accordingly, the prior art is yet to be improved and developed.
Disclosure of Invention
In view of the defects of the prior art, the invention aims to provide a method for burying a monitoring pipeline of a robot for measuring the internal deformation of a rock-fill dam, and solves the problem that the internal deformation of the ultrahigh rock-fill dam cannot be accurately measured by the existing monitoring instrument and measuring technology.
The technical scheme of the invention is as follows:
a method for burying a monitoring pipeline of a robot for measuring the internal deformation of a rock-fill dam comprises the following steps:
excavating monitoring grooves on a plurality of monitoring sections of the rock-fill dam according to a preset pipeline arrangement drawing;
laying a first sand layer at the bottom of the monitoring groove, and placing a flexible deformation monitoring pipeline in the monitoring groove;
measuring the elevation of the flexible deformation monitoring pipeline, and adjusting the flexible deformation monitoring pipeline in real time according to the measured elevation data to enable the flexible deformation monitoring pipeline to reach a required gradient ratio;
and backfilling the monitoring groove.
Further, in the step of laying the first sand layer at the bottom of the monitoring groove, the flexible deformation monitoring pipeline is welded into a U shape or an arc shape;
and in the step of excavating monitoring grooves on a plurality of monitoring sections of the rock-fill dam according to a preset pipeline arrangement drawing, the monitoring grooves are excavated into a U shape or an arc shape.
Further, in the step of measuring the elevation of the flexible deformation monitoring pipeline, the gradient ratio required by the flexible deformation monitoring pipeline is 1%.
Further, the step of backfilling the monitor trench includes:
backfilling a second sand layer and compacting the second sand layer;
backfilling a third sand layer and compacting the third sand layer;
and backfilling the dam filling material, and compacting the dam filling material.
Further, the step of backfilling the second sand layer specifically comprises:
the distance between the upper surface of the second sand layer and the upper end point of the flexible deformation monitoring pipeline is at least 30 cm.
Further, the step of excavating monitoring grooves on a plurality of monitoring sections of the rock-fill dam according to a preset pipeline arrangement drawing comprises the following steps:
selecting a plurality of monitoring sections of the rock-fill dam, wherein the monitoring sections are located at different fill elevations.
Further, the step of backfilling the dam body filling material comprises the following steps:
arranging a pipeline measuring robot in the flexible deformation monitoring pipeline, wherein the pipeline measuring robot moves back and forth in the flexible deformation monitoring pipeline;
and receiving the deformation index data in the rock-fill dam collected by the pipeline measuring robot.
Further, after receiving the data of the deformation index in the rock-fill dam collected by the pipeline measurement robot, the method further comprises the following steps:
and monitoring the change of the deformation index data of the flexible deformation monitoring pipeline in each monitoring section.
Further, in the step of monitoring a change of deformation index data of the flexible deformation monitoring pipeline in each monitoring section, the deformation index data specifically includes: horizontal displacement and sedimentation.
Further, after monitoring the change of the deformation index data of the flexible deformation monitoring pipeline in each monitoring section, the method further comprises the following steps:
arranging observation rooms at two ends of the flexible deformation monitoring pipeline of each monitoring section;
extending the flexible deformation monitoring conduit into the observation room.
The beneficial effect of this scheme: according to the method for burying the monitoring pipeline of the robot for measuring the internal deformation of the rock-fill dam, monitoring grooves are dug in a plurality of monitoring sections of the rock-fill dam according to a preset pipeline arrangement drawing, a first sand layer is laid at the bottom of each monitoring groove, the flexible deformation monitoring pipeline is placed in each monitoring groove, then the elevation of the flexible deformation monitoring pipeline is measured, the flexible deformation monitoring pipeline is adjusted in real time according to the elevation data obtained through measurement, the flexible deformation monitoring pipeline achieves the required gradient ratio, and finally the monitoring grooves are refilled. The flexible deformation monitoring pipeline is arranged in a layered mode in an embedded mode, the internal deformation of the ultrahigh rock-fill dam can be effectively monitored, and the problem that the internal deformation of the ultrahigh rock-fill dam cannot be accurately measured by existing monitoring instruments and measuring technologies is solved.
Drawings
FIG. 1 is a flow chart of a method for monitoring pipeline burying by a robot for measuring internal deformation of a rock-fill dam according to an embodiment of the present invention;
FIG. 2 is a cross-sectional view of the rockfill dam according to the method for burying pipeline by the robot for measuring internal deformation of the rockfill dam of the embodiment of the present invention;
FIG. 3 is a top view of the rock-fill dam according to the embodiment of the present invention;
FIG. 4 is a schematic diagram of the gradient ratio of the flexible deformation monitoring pipeline in the method for burying the pipeline by the robot for measuring deformation inside the rock-fill dam according to the embodiment of the invention;
fig. 5 is a monitoring trench excavation backfill cross-section diagram of the rock-fill dam internal deformation measurement robot monitoring pipeline burying method according to the embodiment of the invention.
The reference numbers in the figures: 10. a flexible deformation monitoring conduit; 20. observing a house; 30. a rock-fill dam; 40. slope protection; 50. a water retaining panel; 60. a second sand layer; 61. a first sand layer; 70. a third sand layer; 80. filling materials for the dam body; 90. conventional monitoring equipment.
Detailed Description
The invention provides a method for burying a monitoring pipeline of a robot for measuring deformation in a rock-fill dam, which is further described in detail below by referring to the attached drawings and embodiments in order to make the purpose, technical scheme and effect of the invention clearer and clearer. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
With the continuous increase of dam height and volume, the existing traditional monitoring instruments are as follows: the strength of the steel wires of the tension wire type horizontal displacement meter and the water pipe type settlement meter and the length of the communicated water pipe reach the limit of materials and technical processes, and the integrity and the measurement precision of monitoring data are influenced. In order to solve the above problems, the present invention provides a method for burying a monitoring pipeline of a robot for measuring internal deformation of a rock-fill dam, specifically as shown in fig. 1, the method for burying a monitoring pipeline of a robot for measuring internal deformation of a rock-fill dam specifically comprises:
and S100, excavating monitoring grooves on a plurality of monitoring sections of the rock-fill dam according to a preset pipeline arrangement drawing.
In order to solve the problem that the traditional measuring instrument and the technology in the prior art cannot accurately measure the internal deformation of the ultrahigh rock-fill dam, the flexible deformation monitoring pipeline is embedded in the dam body to be monitored of the rock-fill dam in advance, and the flexible compression-resistant pipeline can deform along with the deformation of the rock-fill dam, so that the deformation of the rock-fill dam can be obtained only by measuring the deformation of the flexible deformation monitoring pipeline.
In specific implementation, each monitoring section of the flexible deformation monitoring pipeline is selected to be arranged according to the actual condition of the rock-fill dam, the flexible deformation monitoring pipeline of each monitoring section is designed in advance and displayed in the form of a drawing, then a monitoring groove is excavated in each monitoring section of the rock-fill dam according to the pipeline arrangement of the flexible deformation monitoring pipeline drawing designed in advance, the excavated monitoring groove can meet the design requirement, the detection precision is better ensured, and meanwhile, the elevation and gradient ratio of the monitoring groove are strictly controlled in order to ensure that the flexible deformation monitoring pipeline is arranged to meet the detection requirement of the rock-fill dam.
Specifically, as shown in fig. 2 and 3, in order to facilitate simultaneous monitoring of multiple deformation indexes such as horizontal displacement and vertical settlement of the dam, the flexible deformation monitoring pipeline 10 is configured in a U-shape or an arc shape in the drawing, and correspondingly, in order to cooperate with the flexible deformation monitoring pipeline 10,
and in the step of excavating monitoring grooves on a plurality of monitoring sections of the rock-fill dam according to a preset pipeline arrangement drawing, the monitoring grooves are arranged and excavated into a U shape or an arc shape according to the pipeline of the flexible deformation monitoring pipeline 10 drawing. Meanwhile, the U-shaped straight line part or the two arc-shaped ends (which are shorter than the U-shaped straight line part) of the monitoring groove are provided with the flexible deformation monitoring pipeline, and can also be provided with traditional monitoring instruments 90 such as a tension wire type steel wire displacement meter, a water pipe type settlement meter and the like. Because above-mentioned traditional monitoring instrument occupies certain space, can reduce the earth volume of excavation backfill, in addition, the deformation index data that above-mentioned traditional monitoring instrument measured can also compare with the data that pipeline measurement robot measured, aassessment two kinds of measuring method measured the correlation between the deformation index data.
Specifically, the gradient ratio for embedding the flexible deformation monitoring pipeline is required to be 1%, and in order to meet the requirements, the gradient ratio of the monitoring groove is also required to be 1%. As shown in fig. 4, the ratio of the vertical height h of the flexible deformation monitoring pipeline to the horizontal width L of the flexible deformation monitoring pipeline is called the gradient ratio of the flexible deformation monitoring pipeline. Set up 1% flexible deformation monitoring pipe slope ratio, can prevent the inside ponding of flexible deformation monitoring pipe and fall into debris etc. guarantee pipeline measurement robot is in the inside smooth and easy operation of flexible deformation monitoring pipe way.
Specifically, the method further includes, before the step S100:
and S010, selecting a plurality of monitoring sections of the rock-fill dam, wherein the monitoring sections are located at different filling elevations.
In the concrete implementation, the settlement of the rock-fill dam body is mainly influenced by factors such as water pressure, temperature, aging and the like, and the settlement deformation of the rock-fill dam has certain characteristics and rules. The key monitoring sections are generally arranged at the maximum dam height, the closure section, the geological and topographic complex section, the structure and the construction weak part, a plurality of flexible deformation monitoring pipelines are arranged at different filling elevations, the deformation condition in the rockfill dam of each monitoring section can be monitored, and the accuracy of monitoring data is better ensured. In addition, the key monitoring section can ensure that the most easily-problematic place of the rock-fill dam is detected, the deformation inside the rock-fill dam is ensured in time, measures are taken in time, and the safety of the rock-fill dam is ensured.
Further, step S200, paving a first sand layer at the bottom of the monitoring trench, and placing the flexible deformation monitoring pipeline in the monitoring trench.
When the method is specifically implemented, corresponding flexible deformation monitoring pipelines are arranged according to the U shape or the arc shape of the monitoring groove excavated on each monitoring section, in order to protect the flexible deformation monitoring pipelines, a first sand layer 61 is paved at the bottom of the excavated monitoring groove, fine sand is used for the first sand layer 61, the flexible deformation monitoring pipelines are welded into the U shape or the arc shape, and then the welded flexible deformation monitoring pipelines are hoisted into the monitoring groove. In order to protect the flexible deformation monitoring pipeline from being invaded by the sharp stones, fine sand is mainly used for buffering and protecting, the wrapping thickness of the fine sand on the flexible deformation monitoring pipeline is required to be at least 30cm, and the thickness of the first sand layer 61 is at least 30 cm.
Step S300, measuring the elevation of the flexible deformation monitoring pipeline, and adjusting the flexible deformation monitoring pipeline in real time according to the elevation data obtained by measurement to enable the flexible deformation monitoring pipeline to reach a required gradient ratio;
in specific implementation, the elevation of the flexible deformation monitoring pipeline is measured by using a GPS, the flexible deformation monitoring pipeline is adjusted in real time according to the elevation data obtained by measurement, and the horizontal condition of the plane where the flexible deformation monitoring pipeline is located is judged by using the elevation data of the same plane, so that the inclined height of the flexible deformation monitoring pipeline is obtained, and the flexible deformation monitoring pipeline can reach the required 1% gradient ratio.
Further, step S400, backfilling the monitoring trench.
In specific implementation, after the gradient ratio of the flexible deformation monitoring pipeline is adjusted to reach the requirement of 1%, backfilling operation can be started on the monitoring groove, and the flexible deformation monitoring pipeline is buried in the monitoring groove.
Further, step S410, backfilling a second sand layer, and compacting the second sand layer.
In one embodiment, as shown in fig. 5, the second sand layer 60 is backfilled and compacted, specifically using a roller compactor, to form the second sand layer 60. In order to ensure that the flexible deformation monitoring pipeline 10 is fully protected, the thickness of the backfill material follows the principle of inner thickness and outer thickness, i.e. the thinner the backfill material closer to the pipeline, the same material is used for the second sand layer 60 and the first sand layer 61, and both the materials are fine sand. Since the first sand layer and the second sand layer mainly play a role in buffering protection, the monitoring pipeline is protected from being invaded by sharp stones, and the periphery of the flexible deformation monitoring pipeline 10 at least comprises a fine sand package of 30cm, the backfilled second sand layer 60 is wrapped on the flexible deformation monitoring pipeline with a thickness of at least 30cm, namely, the distance between the upper surface of the second sand layer and the upper end point of the flexible deformation monitoring pipeline is at least 30 cm.
Further, step S420, backfilling a third sand layer, and compacting the third sand layer.
In one embodiment, as shown in fig. 5, the second sand layer 60 is compacted, then the third sand layer 70 is backfilled, and then the third sand layer 70 is compacted, in particular, using a roller compactor. The third sand layer 70 is specifically a bedding material.
Further, step S430, backfilling the dam filling material, and compacting the dam filling material.
In a specific implementation, as shown in fig. 5, after the third sand layer 70 is compacted, the dam filling 80 is backfilled, and the dam filling 80 is compacted, specifically, it can be compacted by using a roller compactor. After the step of burying the monitoring pipeline is finished, normal filling of the dam can be started. The flexible deformation monitoring pipeline is fully protected by the aid of the embedding mode, accurate deformation data can be obtained by the pipeline measuring robot, and safety of the rock-fill dam is guaranteed.
Further, step S440, a pipeline measuring robot is disposed in the flexible deformation monitoring pipeline, wherein the pipeline measuring robot moves back and forth in the flexible deformation monitoring pipeline.
During specific implementation, the embedded flexible deformation monitoring pipeline is like nerve fibers inside the rock-fill dam and is used for internal deformation of the rock-fill dam, a pipeline measuring robot is arranged in the flexible deformation monitoring pipeline, the flexible deformation monitoring pipeline provides an observation channel for the pipeline measuring robot, the pipeline measuring robot moves back and forth in the flexible deformation monitoring pipeline, and deformation index data inside the rock-fill dam are acquired.
Further, step S450, receiving deformation index data inside the rock-fill dam collected by the pipeline measurement robot.
During concrete implementation, receive the inside deformation index data of rock-fill dam that pipeline measurement robot gathered, through pipeline robot is right flexible deformation monitoring pipeline carries out the observation of many stages and compares, obtains the inside deflection of dam, guarantees the safety of rock-fill dam. The specific deformation index data specifically includes: horizontal displacement, sedimentation and other deformation indexes.
Further, step S460, monitoring a change of deformation index data of the flexible deformation monitoring pipeline in each monitoring section.
When specifically implementing, the pipeline robot is in the inside round trip movement that does not stop of flexible deformation monitoring pipeline monitors every in the monitoring section the change of flexible deformation monitoring pipeline's deformation index data, deformation index data specifically include: the horizontal displacement and the settlement, and the change range of each deformation index data are used for judging the deformation condition in the rock-fill dam.
Further, step S470, arranging observation rooms at two ends of the flexible deformation monitoring pipeline of each monitoring section;
further, in step S480, the flexible deformation monitoring pipeline extends into the observation room.
In specific implementation, as shown in fig. 2 and 3, one side of the rock-fill dam 30 deviating from the water-retaining panel 50, that is, one side of the slope protection 40 of the rock-fill dam 30 is provided with the observation rooms 20, that is, each side of the monitoring section slope protection 40 is provided with the observation rooms 20 at two ends of the flexible deformation monitoring pipeline 10, the flexible deformation monitoring pipeline extends into the observation rooms, the pipeline robot can move back and forth inside the flexible deformation monitoring pipeline 10 and inside the observation rooms 20, the arrangement of the observation rooms 20 is not only beneficial to the protection of the flexible deformation monitoring pipeline 10, but also convenient for observation and management of the rock-fill dam 30.
Further, step S490, evaluating the correlation between the pipe measuring robot and the deformation index data measured by the conventional inspection instrument.
During the concrete implementation, the monitoring slot the linear portion of U-shaped or curved both ends (relatively the linear portion of U-shaped is shorter) except setting up flexible deformation monitoring pipeline still can set up traditional monitoring instruments such as tensile linear steel wire displacement meter, water pipe formula settlement appearance, gathers rock-fill dam inside deformation data, can measure with traditional monitoring instrument deformation index data with what pipeline measurement robot measured deformation index data compare, the aassessment pipeline measurement robot is measured with traditional detecting instrument the correlation between the deformation index data, simultaneously, can also detect pipeline measurement robot measured data's accuracy prevents pipeline measurement robot breaks down.
In summary, according to the method for burying the monitoring pipeline of the robot for measuring deformation in the rock-fill dam provided by the invention, the monitoring grooves are dug on a plurality of monitoring sections of the rock-fill dam according to the preset pipeline arrangement drawing, the first sand layer is laid at the bottom of the monitoring grooves, the flexible deformation monitoring pipeline is placed in the monitoring grooves, then the elevation of the flexible deformation monitoring pipeline is measured, the flexible deformation monitoring pipeline is adjusted in real time according to the elevation data obtained by measurement, so that the flexible deformation monitoring pipeline reaches the required gradient ratio, and finally the monitoring grooves are backfilled. The flexible deformation monitoring pipeline is arranged in a layered mode in an embedded mode, the internal deformation of the ultrahigh rock-fill dam can be effectively monitored, and the problem that the internal deformation of the ultrahigh rock-fill dam cannot be accurately measured by existing monitoring instruments and measuring technologies is solved.
It is to be understood that the invention is not limited to the examples described above, but that modifications and variations may be effected thereto by those of ordinary skill in the art in light of the foregoing description, and that all such modifications and variations are intended to be within the scope of the invention as defined by the appended claims.
Claims (10)
1. A method for burying a monitoring pipeline of a rock-fill dam internal deformation measuring robot is characterized by comprising the following steps:
excavating monitoring grooves on a plurality of monitoring sections of the rock-fill dam according to a preset pipeline arrangement drawing;
laying a first sand layer at the bottom of the monitoring groove, and placing a flexible deformation monitoring pipeline in the monitoring groove;
measuring the elevation of the flexible deformation monitoring pipeline, and adjusting the flexible deformation monitoring pipeline in real time according to the measured elevation data to enable the flexible deformation monitoring pipeline to reach a required gradient ratio;
and backfilling the monitoring groove.
2. The method for burying a monitoring pipe by using a robot for measuring internal deformation of a rock-fill dam as claimed in claim 1, wherein in the step of laying a first sand layer at the bottom of the monitoring trench, the flexible deformation monitoring pipe is welded in a U-shape or an arc shape;
and in the step of excavating monitoring grooves on a plurality of monitoring sections of the rock-fill dam according to a preset pipeline arrangement drawing, the monitoring grooves are excavated into a U shape or an arc shape.
3. The method of burying a pipe according to claim 1, wherein said step of measuring the elevation of said pipe requires a gradient ratio of 1% for said pipe.
4. The method for burying a pipeline by using a robot for monitoring internal deformation of a rock-fill dam as claimed in claim 1, wherein said step of backfilling said monitoring trench comprises:
backfilling a second sand layer and compacting the second sand layer;
backfilling a third sand layer and compacting the third sand layer;
and backfilling the dam filling material, and compacting the dam filling material.
5. The method for burying a pipeline by using a robot for measuring internal deformation of a rock-fill dam as claimed in claim 4, wherein said step of backfilling a second sand layer specifically comprises:
the distance between the upper surface of the second sand layer and the upper end point of the flexible deformation monitoring pipeline is at least 30 cm.
6. The method for burying a monitoring pipeline of a robot for measuring internal deformation of a rock-fill dam as claimed in claim 1, wherein the step of excavating monitoring grooves on a plurality of monitoring sections of the rock-fill dam according to a preset pipeline layout drawing comprises the steps of:
selecting a plurality of monitoring sections of the rock-fill dam, wherein the monitoring sections are located at different fill elevations.
7. The method for burying a pipeline by using a robot for measuring internal deformation of a rock-fill dam as claimed in claim 5, wherein said step of backfilling dam body filling comprises:
arranging a pipeline measuring robot in the flexible deformation monitoring pipeline, wherein the pipeline measuring robot moves back and forth in the flexible deformation monitoring pipeline;
and receiving the deformation index data in the rock-fill dam collected by the pipeline measuring robot.
8. The method for burying a pipeline by using a robot for monitoring internal deformation of a rock-fill dam as claimed in claim 7, wherein said step of receiving data of internal deformation index of a rock-fill dam collected by said robot for measuring pipeline further comprises:
and monitoring the change of the deformation index data of the flexible deformation monitoring pipeline in each monitoring section.
9. The method for burying a pipeline by using a robot for monitoring deformation inside a rock-fill dam as claimed in claim 8, wherein in the step of monitoring the change of the deformation index data of the flexible deformation monitoring pipeline in each monitoring section, the deformation index data specifically includes: horizontal displacement and sedimentation.
10. The method for burying a pipeline by using a robot for monitoring deformation inside a rock-fill dam as claimed in claim 2, wherein said step of monitoring the change of the deformation index data of said flexible deformation monitoring pipeline in each of said monitored sections further comprises:
arranging observation rooms at two ends of the flexible deformation monitoring pipeline of each monitoring section;
extending the flexible deformation monitoring conduit into the observation room.
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108844516A (en) * | 2018-06-29 | 2018-11-20 | 深圳大学 | A kind of rock-fill dams internal distortions monitoring pipeline distribution method and system |
| CN111947562A (en) * | 2020-06-30 | 2020-11-17 | 深圳大学 | Method for integrally monitoring internal and external deformation of rock-fill dam |
| CN112095575A (en) * | 2020-09-14 | 2020-12-18 | 中国电建集团成都勘测设计研究院有限公司 | Monitoring implementation method based on pipeline robot |
-
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- 2021-09-08 CN CN202111053093.0A patent/CN113945187A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108844516A (en) * | 2018-06-29 | 2018-11-20 | 深圳大学 | A kind of rock-fill dams internal distortions monitoring pipeline distribution method and system |
| CN111947562A (en) * | 2020-06-30 | 2020-11-17 | 深圳大学 | Method for integrally monitoring internal and external deformation of rock-fill dam |
| CN112095575A (en) * | 2020-09-14 | 2020-12-18 | 中国电建集团成都勘测设计研究院有限公司 | Monitoring implementation method based on pipeline robot |
Non-Patent Citations (1)
| Title |
|---|
| 何斌;孙汝建;何宁;周彦章;汪璋淳;张贤;梅聚福;: "基于管道机器人技术的高面板堆石坝内部变形测量方法", 水利与建筑工程学报, no. 05, 15 October 2015 (2015-10-15) * |
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