CN111044347A - Test device and method for measuring buoyancy borne by embedded pipeline - Google Patents
Test device and method for measuring buoyancy borne by embedded pipeline Download PDFInfo
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Abstract
The invention discloses a test device and a method for measuring buoyancy borne by an embedded pipeline, wherein the test device comprises a test groove and a test pipeline, the test pipeline is placed in the test groove, a riprap foundation bed is laid at the lower part of the test pipeline, and backfill soil is laid in the test groove; the outer wall of the test pipeline is provided with N pressure sensors for measuring the force of the backfill soil on different positions of the test pipeline; a tension sensor is pre-embedded in the riprap foundation bed and used for measuring the floating force borne by the test pipeline; m rows of pressure detection points are distributed in the backfill soil on two sides of the test pipeline and used for measuring the pressure of the backfill soil at different heights in different areas so as to control the uniformity of soil backfill in the test process. And calculating an equivalent pressure coefficient according to the data of the pressure sensor on the outer wall of the test pipeline when the test is stopped, and calculating the buoyancy borne by the pipeline in the actual engineering according to the equivalent pressure coefficient.
Description
Technical Field
The invention belongs to the technical field of monitoring of submarine embedded pipelines, and particularly relates to a test device and a method for measuring buoyancy borne by an embedded pipeline.
Background
With the excessive development of land resources, the rapid expansion of population and the gradual worsening of environmental problems, countries along the world sea transfer the investment attention to the sea, accelerate the development and utilization of the sea, and take the development capacity of the sea as an important standard for measuring the comprehensive technological capacity of the country.
With the rapid development of ocean engineering in China, the submarine pipeline transportation mode has the advantages of large transportation volume, low manufacturing cost, safe transportation and the like, and is widely applied to oil and gas engineering, electric power engineering and water supply and drainage engineering. However, in the case of pipeline floating in shallow sea, the pipeline floating causes large vertical deformation, and the use safety of the pipeline is seriously threatened. Many researches show that the floating bearing capacity provided by soil around the pipeline is a key factor for determining whether the embedded pipeline is vertically deformed under the same condition, and particularly when the backfill soil is soft soil, the floating bearing capacity of the pipeline has a direct relation with the embedded depth of the pipeline, the soil characteristics, the loading mode and the like.
At present, the research on the floating bearing capacity of an embedded pipeline at home and abroad is mainly based on model tests and numerical analysis, Bransby and the like utilize centrifugal model tests to research the floating bearing capacity of soft soil with different consolidation degrees, and provide a floating bearing capacity calculation method based on average consolidation degree. Hodder et al propose a work hardening plasticity model for predicting horizontal and vertical stress characteristics of pipelines in soft soil based on a series of centrifugal model tests. Newson et al discuss the effects of pipeline burial depth on soft soil failure modes and uplift bearing capacity through a finite element method. Martin and the like research the floating bearing capacity of the soft soil under the condition of no drainage through a finite element method, and respectively provide a calculation method according to different failure modes of the soft soil around the pipe. For the centrifugal model test, the pipeline model adopted by the centrifugal model test is usually small, the size of backfill soil is usually larger than or equal to that of the pipeline, and the result is influenced by the size of soil blocks and the relative position of the soil blocks and the pipeline, so that an indoor model test is necessary to determine the buoyancy of the backfill soil to the pipeline and determine the vertical in-place stability of the pipeline.
Therefore, in order to accurately predict the in-situ stability of the embedded pipeline and provide effective parameters for the engineering design of the submarine pipeline, the patent specifies a test method for measuring the buoyancy borne by the embedded pipeline.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a test device and a method for measuring the buoyancy borne by an embedded pipeline.
The invention is realized by the following technical scheme:
a test device for measuring the buoyancy borne by an embedded pipeline comprises a test groove and a test pipeline, wherein the test pipeline is placed in the test groove, a riprap foundation bed which is consistent with the actual engineering material is laid at the lower part of the test pipeline, and backfill soil is laid in the test groove;
the outer wall of the test pipeline is provided with N pressure sensors for measuring the force of the backfill soil on different positions of the test pipeline; a tension sensor is pre-embedded in the riprap foundation bed and used for measuring the floating force borne by the test pipeline, the bottom end of the tension sensor is fixed with the bottom surface of the test groove, and the top end of the tension sensor is rigidly connected with the lowest end of the test pipeline;
m rows of pressure detection points are distributed in the backfill soil on two sides of the test pipeline and used for measuring the pressure of the backfill soil at different heights in different areas, each row of pressure detection points comprises a plurality of vertically arranged pressure detection points, and each pressure detection point is provided with an upper pressure sensor, a lower pressure sensor, a left pressure sensor and a right pressure sensor which are respectively used for detecting the pressure in the upper direction, the lower direction, the left direction and the right direction of the pressure detection point.
In the technical scheme, the width of the test groove is 20 times of the diameter of the test pipeline, and the length of the test groove is 2 times of the length of the test pipeline.
In the technical scheme, the width of the riprap foundation bed is greater than the diameter of the experimental pipeline by 20cm, and the length of the riprap foundation bed is consistent with that of the experimental pipeline.
In the technical scheme, 16 pressure sensors are uniformly distributed on the outer wall of the pipeline of each measuring section of the test pipeline.
In the technical scheme, four rows of pressure detection points are arranged at the 0.5-time diameter position and the 1.5-time diameter position on two sides of the test pipeline.
In the above technical solution, each column of pressure detection points includes four pressure detection points vertically arranged, and a first pressure detection point, a second pressure detection point, and a fourth pressure detection point of a third pressure detection point box are sequentially arranged from top to bottom, a distance between the first pressure detection point and the second pressure detection point is 0.4 times of a diameter of the test pipeline, a distance between the second pressure detection point and the third pressure detection point is 0.3 times of the diameter of the test pipeline, and a distance between the third pressure detection point and the fourth pressure detection point is 0.3 times of the diameter of the test pipeline.
The specific steps of the test by using the test device are as follows:
step 1, according to the situation of a test site, geometric reduction of a pipeline used in actual engineering is carried out in an equal scale, and after a geometric scale is determined, a test groove and a test pipeline with corresponding sizes are manufactured;
step 4, paving backfill in the test tank layer by layer, and burying pressure sensors at the positions of each preset pressure detection point at two sides of the test pipeline in the backfill paving process; the laying speed of the backfill soil is determined according to the actual backfill speed on site;
and 7, calculating an equivalent pressure coefficient K (h) according to data theta (h) of the pressure sensor on the outer wall of the test pipeline when the test is stopped:
wherein gamma is the wet volume weight of the backfill soil.
And 8, calculating buoyancy F borne by the pipeline in actual engineering according to the equivalent pressure coefficient K (h):
wherein D represents the diameter of the pipeline in the actual project;
and 9, when the buoyancy F obtained according to the formula (2) is larger than the total weight of the actual engineering pipeline, judging that the pipeline floats upwards in the construction process.
The invention has the advantages and beneficial effects that:
the method can be effectively applied to the research on the vertical in-place stability of the buried pipeline in the shallow sea area, and provides more reliable design parameters for the design of the in-place stability of the submarine pipeline. The invention determines the buoyancy of the soil body borne by the buried pipeline according to the pressure and the pulling force borne by the submarine pipeline.
Drawings
FIG. 1 is a schematic view of the structure inside a test cell.
Fig. 2 is a schematic view of the test cell after the test cell is filled with backfill soil.
FIG. 3 is a cross-sectional view of the outer wall of the test pipeline provided with a pressure sensor and a tension sensor.
Fig. 4 is a diagram showing arrangement of pressure detection points on both sides of the test tube.
FIG. 5 is a view showing a detailed arrangement of pressure detecting points on the side of the test line.
Wherein:
1: test cell, 2: riprap foundation bed, 3: test tube, 4: backfill soil, 5: pressure sensor, 6: tension sensor, 7: and (6) detecting the pressure intensity.
For a person skilled in the art, other relevant figures can be obtained from the above figures without inventive effort.
Detailed Description
In order to make the technical solution of the present invention better understood, the technical solution of the present invention is further described below with reference to specific examples.
Example one
Referring to the attached figures 1-2, the test device for measuring the buoyancy borne by the buried pipeline comprises a test groove 1, a test pipeline 3, a riprap foundation bed 2 and backfill soil 4.
The width of the test groove 1 is 20 times of the diameter of the test pipeline, the length of the test groove is 2 times of the length of the test pipeline, a riprap foundation bed 2 consistent with actual engineering materials is laid on the lower portion of the test pipeline 3, the width of the riprap foundation bed is 20cm larger than the diameter of the test pipeline, and the length of the riprap foundation bed is consistent with that of the test pipeline 3.
Pressure detection points are distributed on the outer wall of the test pipeline 3, and a tension sensor 6 for measuring the buoyancy is embedded in the riprap foundation bed. As shown in fig. 3, specifically, 16 pressure sensors 5 are uniformly arranged on the outer wall of each measuring section of the test pipeline to measure the force of backfill applied to different positions of the test pipeline, and a tension sensor 6 is embedded in the riprap foundation bed 2 to measure the floating force applied to the test pipeline, the bottom end of the tension sensor 6 is fixed with the bottom surface of the test tank 1, and the top end of the tension sensor 6 is rigidly connected with the lowest end of the test pipeline 3.
Referring to fig. 4, D in the figure represents the diameter of the test pipeline, and four rows of pressure detection points 7 are arranged at the 0.5-time diameter position and the 1.5-time diameter position on two sides of the test pipeline 3 and used for measuring the pressure of backfill soil at different heights in different areas. Referring to fig. 5, the specific arrangement is as follows: each row of pressure detection points comprises four vertically arranged pressure detection points, a first pressure detection point, a second pressure detection point and a fourth pressure detection point of a third pressure detection point box are sequentially arranged from top to bottom, the distance between the first pressure detection point and the second pressure detection point is 0.4 times of the diameter of the test pipeline, the distance between the second pressure detection point and the third pressure detection point is 0.3 times of the diameter of the test pipeline, and the distance between the third pressure detection point and the fourth pressure detection point is 0.3 times of the diameter of the test pipeline; each pressure detection point is provided with an upper pressure sensor, a lower pressure sensor, a left pressure sensor and a right pressure sensor which are respectively used for detecting the pressure intensity of the pressure detection point in the upper direction, the lower direction, the left direction and the right direction.
Further, all the pressure sensors and the tension sensor 6 are connected with a data acquisition unit, and data acquisition and display are performed.
Example two
The specific test steps of the test device are as follows:
step 1, according to the situation of a test site, geometric reduction with equal scale is carried out on a pipeline used in the actual engineering, and the reduction ratio is preferably controlled to be 1: 1-10: 1. After the geometric scale is determined, manufacturing a mould groove and a pipeline with corresponding sizes;
step 4, paving backfill 4 into the test tank layer by layer, and burying pressure sensors at the positions of each preset pressure detection point on two sides of the test pipeline 3 in the backfill paving process; the laying speed of the backfill soil is determined according to the actual backfill speed on site;
and 7, calculating an equivalent pressure coefficient K (h) according to data theta (h) of the 16 pressure sensors 5 on the outer wall of the test pipeline when the test is stopped:
wherein gamma is the wet volume weight of the backfill soil.
And 8, calculating buoyancy F borne by the pipeline in actual engineering according to the equivalent pressure coefficient K (h):
wherein D represents the diameter of the pipeline in the actual project;
and 9, when the buoyancy F obtained according to the formula (2) is larger than the total weight of the actual engineering pipeline, judging that the pipeline floats upwards in the construction process.
The invention has been described in an illustrative manner, and it is to be understood that any simple variations, modifications or other equivalent changes which can be made by one skilled in the art without departing from the spirit of the invention fall within the scope of the invention.
Claims (7)
1. The utility model provides a survey test device of buried pipeline received buoyancy which characterized in that: the test pipeline is placed in the test tank, a riprap foundation bed which is consistent with the material of the actual engineering is laid at the lower part of the test pipeline, and backfill soil is laid in the test tank;
the outer wall of the test pipeline is provided with N pressure sensors for measuring the force of the backfill soil on different positions of the test pipeline; a tension sensor is pre-embedded in the riprap foundation bed and used for measuring the floating force borne by the test pipeline, the bottom end of the tension sensor is fixed with the bottom surface of the test groove, and the top end of the tension sensor is rigidly connected with the lowest end of the test pipeline;
m rows of pressure detection points are distributed in the backfill soil on two sides of the test pipeline and used for measuring the pressure of the backfill soil at different heights in different areas, each row of pressure detection points comprises a plurality of vertically arranged pressure detection points, and each pressure detection point is provided with an upper pressure sensor, a lower pressure sensor, a left pressure sensor and a right pressure sensor which are respectively used for detecting the pressure in the upper direction, the lower direction, the left direction and the right direction of the pressure detection point.
2. The test device for measuring the buoyancy borne by the buried pipeline according to claim 1, wherein: the width of the test groove is 20 times of the diameter of the test pipeline, and the length of the test groove is 2 times of the length of the test pipeline.
3. The test device for measuring the buoyancy borne by the buried pipeline according to claim 1, wherein: the width of the riprap foundation bed is 20cm larger than the diameter of the experimental pipeline, and the length of the riprap foundation bed is consistent with that of the experimental pipeline.
4. The test device for measuring the buoyancy borne by the buried pipeline according to claim 1, wherein: and 16 pressure sensors are uniformly distributed on the outer wall of each measuring section of the test pipeline.
5. The test device for measuring the buoyancy borne by the buried pipeline according to claim 1, wherein: four rows of pressure detection points are arranged at the 0.5-time diameter position and the 1.5-time diameter position on two sides of the test pipeline.
6. The test device for measuring the buoyancy borne by the buried pipeline according to claim 5, wherein: each row of pressure detection points comprises four vertically arranged pressure detection points, a first pressure detection point, a second pressure detection point and a fourth pressure detection point of a third pressure detection point box are sequentially arranged from top to bottom, the distance between the first pressure detection point and the second pressure detection point is 0.4 times of the diameter of the test pipeline, the distance between the second pressure detection point and the third pressure detection point is 0.3 times of the diameter of the test pipeline, and the distance between the third pressure detection point and the fourth pressure detection point is 0.3 times of the diameter of the test pipeline.
7. A method of conducting a test using the test device of claim 1, characterized by the steps of:
step 1, according to the situation of a test site, geometric reduction of a pipeline used in actual engineering is carried out in an equal scale, and after a geometric scale is determined, a test groove and a test pipeline with corresponding sizes are manufactured;
step 2, paving a riprap foundation bed in the test groove, and burying a tension sensor in the riprap foundation bed;
step 3, arranging a pressure sensor on the outer wall of the test pipeline, then laying the test pipeline on the riprap foundation bed, and fixedly connecting the top end of the tension sensor with the bottom of the test pipeline;
step 4, paving backfill in the test tank layer by layer, and burying pressure sensors at the positions of each preset pressure detection point at two sides of the test pipeline in the backfill paving process; the laying speed of the backfill soil is determined according to the actual backfill speed on site;
step 5, in the process of backfilling soil, sampling each pressure sensor at each row of pressure detection points in soil bodies on two sides of the test pipeline in real time, and comparing the pressure sensors in the same direction at the pressure detection points at the same height position in each row of pressure detection points to control the backfilling uniformity of the soil body in the test process;
step 6, in the whole backfilling process, when a positive tension value appears on the tension sensor, the pipeline is represented to float upwards, the test is immediately stopped at the moment, and data theta (h) of each pressure sensor on the outer wall of the tested pipeline at the moment is recorded, wherein h represents the vertical distance between each pressure sensor and the upper surface of the backfilled soil at the current moment; if the tension sensor has no positive tension value in the whole backfilling process, stopping the test when the backfilled soil covers the upper surface of the pipeline;
and 7, calculating an equivalent pressure coefficient K (h) according to data theta (h) of the pressure sensor on the outer wall of the test pipeline when the test is stopped:
wherein gamma is the wet volume weight of the backfill soil;
and 8, calculating buoyancy F borne by the pipeline in actual engineering according to the equivalent pressure coefficient K (h):
wherein D represents the diameter of the pipeline in the actual project;
and 9, when the buoyancy F obtained according to the formula (2) is larger than the total weight of the actual engineering pipeline, judging that the pipeline floats upwards in the construction process.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111912739A (en) * | 2020-08-26 | 2020-11-10 | 中交天津港湾工程研究院有限公司 | In-situ test and micro-disturbance sampling device for measuring volume weights of silt returning substances at different depths in seabed foundation trench |
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- 2019-12-06 CN CN201911238142.0A patent/CN111044347A/en active Pending
Patent Citations (8)
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| CN103353517A (en) * | 2013-06-27 | 2013-10-16 | 天津大学 | Testing device for measuring soil resistance in motion process of buried submarine pipeline |
| CN103353370A (en) * | 2013-06-27 | 2013-10-16 | 天津大学 | Soil mass resistance determination apparatus when oil gas pipeline on seabed generates transverse large deformation |
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| CN111912739A (en) * | 2020-08-26 | 2020-11-10 | 中交天津港湾工程研究院有限公司 | In-situ test and micro-disturbance sampling device for measuring volume weights of silt returning substances at different depths in seabed foundation trench |
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