CN113431958A - Pipeline anchor block arrangement method - Google Patents
Pipeline anchor block arrangement method Download PDFInfo
- Publication number
- CN113431958A CN113431958A CN202110671356.8A CN202110671356A CN113431958A CN 113431958 A CN113431958 A CN 113431958A CN 202110671356 A CN202110671356 A CN 202110671356A CN 113431958 A CN113431958 A CN 113431958A
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- pile
- pipeline
- inflection point
- inflection
- concrete
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- 238000000034 method Methods 0.000 title claims abstract description 27
- 239000004567 concrete Substances 0.000 claims abstract description 28
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 239000002689 soil Substances 0.000 claims description 9
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 7
- 239000012530 fluid Substances 0.000 claims description 5
- 230000002787 reinforcement Effects 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 239000011150 reinforced concrete Substances 0.000 abstract description 22
- 238000010276 construction Methods 0.000 abstract description 11
- 238000013461 design Methods 0.000 description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 230000008569 process Effects 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 238000004088 simulation Methods 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 239000004429 Calibre Substances 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002441 reversible effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
Images
Classifications
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/12—Laying or reclaiming pipes on or under water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/46—Foundations for supply conduits or other canals
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/12—Laying or reclaiming pipes on or under water
- F16L1/20—Accessories therefor, e.g. floats, weights
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
Abstract
The invention provides a pipeline anchor block arrangement method, which comprises the following steps: determining the position of an inflection point of the pipeline, and acquiring geological parameters at the position of the inflection point; at least four pile positions are arranged on the outer side of the inflection point at equal intervals, and at least three pile positions are arranged on the inner side of the inflection point at equal intervals; the number of the pile positions is determined according to geological parameters, and the smaller the limit bearing capacity is, the larger the number of the pile positions is; arranging a pile in each pile position, wherein the top of the pile is positioned above the pipeline; reinforced concrete is filled between every two adjacent piles, and the pipeline is positioned in the concrete. The method for designing the pile position at the position of the inflection point can effectively solve the problem that the scheme of comprehensively covering concrete is inconvenient to adopt when the position of the inflection point is narrow in the prior art, and can reduce the weight of a reinforced concrete structure, save the reinforced concrete, reduce the construction cost and ensure the operation safety of a pipeline in a limited space.
Description
Technical Field
The invention relates to the technical field of hydraulic engineering, in particular to a pipeline anchor block arrangement method.
Background
The water conservancy pipeline is the heavy-calibre pipeline generally, in the construction, receives influence such as topography, relief, ground building, needs to change the trend of pipeline during the design, and there is the flex point in pipeline itself, and when crossing water, the impact force of water can make the body atress, causes the pipeline displacement, leads to serial problems such as pipeline deformation, seepage, fracture even.
The action of the anchor blocks is to offset the stress on the pipeline at the inflection point, so that the pipeline is prevented from displacing. The traditional anchor block design is that according to the direction of pipeline stress, set up horizontal anchor block or vertical anchor block, utilize the weight of reinforced concrete itself to and the supporting role of native to reinforced concrete, remove the stress that offsets the pipeline and receive. The design mode of the anchor block is very common and simple in the design of hydraulic engineering. But sometimes limited by construction space, the reinforced concrete structure cannot be made so large as to offset the stress applied to the pipeline. However, in order to ensure the safe operation of the pipe, sufficient reverse action is required to counteract the stress applied to the pipe, and the invention is designed for the pipe ballast.
Disclosure of Invention
In order to solve the defects of the existing problems, the invention provides a pipeline anchor block arrangement method, which realizes that the weight of a reinforced concrete structure can be reduced, reinforced concrete is saved, the construction cost is reduced, and the operation safety of a pipeline is ensured through the design in a limited space. The specific technical scheme is as follows:
the embodiment of the invention provides a pipeline anchor block arrangement method, which comprises the following steps:
determining the position of an inflection point of a pipeline, and acquiring geological parameters at the position of the inflection point; the geological parameter is the ultimate bearing capacity of pile tip soil;
at least four pile positions are arranged on the outer side of the inflection point at equal intervals, and at least three pile positions are arranged on the inner side of the inflection point at equal intervals; the number of the pile positions is determined according to the geological parameters, and the smaller the limit bearing capacity is, the larger the number of the pile positions is;
arranging a pile in each pile position, wherein the top of the pile is positioned above the pipeline;
reinforced concrete is filled between every two adjacent piles, and the pipeline is located in the concrete.
Further, pile positions located on the outer side of the inflection point position are evenly distributed on two sides of the inflection point position by taking the inflection point position as a center.
Further, with the inflection point position as a center, pile positions located on the inner side of the inflection point position are evenly distributed on two sides of the inflection point position, and a pile position is arranged at the inflection point position.
Furthermore, every two adopt many steel bars to connect between the stake, a stake is connected to the one end of reinforcing bar, and another stake is connected to the other end.
Further, concrete is poured between the two adjacent piles, and the concrete covers the reinforcing steel bars.
Furthermore, the piles located on the inner side of the inflection point position and the piles located on the outer side of the inflection point position are fixedly connected through reinforcing steel bars.
Furthermore, four to eight pile positions are arranged on the outer side of the inflection point position at equal intervals.
Furthermore, three to five pile positions are arranged on the inner side of the inflection point position at equal intervals.
Further, the pile is formed by pouring reinforced concrete.
Further, the pipe is used for transporting fluid.
The embodiment of the invention provides a pipeline anchor block arrangement method, which comprises the following steps: determining the position of an inflection point of a pipeline, and acquiring geological parameters at the position of the inflection point; the geological parameter is the ultimate bearing capacity of pile tip soil; at least four pile positions are arranged on the outer side of the inflection point at equal intervals, and at least three pile positions are arranged on the inner side of the inflection point at equal intervals; the number of the pile positions is determined according to the geological parameters, and the smaller the limit bearing capacity is, the larger the number of the pile positions is; arranging a pile in each pile position, wherein the top of the pile is positioned above the pipeline; reinforced concrete is filled between every two adjacent piles, and the pipeline is located in the concrete. Due to the adoption of the method for designing the pile position at the position of the inflection point, the problem that the scheme that concrete is not conveniently and comprehensively covered when the position of the inflection point is narrow in the prior art can be effectively solved, the weight of a reinforced concrete structure can be reduced in a limited space through the design, the reinforced concrete is saved, the construction cost is reduced, and the operation safety of a pipeline is ensured.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below.
Fig. 1 is a schematic position diagram of a pipeline ballast arrangement according to an embodiment of the present invention.
Reference numerals: 1. piling; 2. a pipeline; 3. the direction of the incoming water; 4. and (5) reinforcing steel bars.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below. It is to be understood that the described embodiments are merely a few embodiments of the invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example 1
Referring to fig. 1, fig. 1 shows a water incoming direction 3 in a pipeline 2 according to the present embodiment, and based on the water incoming direction 3, the embodiment of the present invention provides a pipeline ballast arranging method, including:
s110, determining the position of an inflection point of the pipeline 2, and acquiring geological parameters at the position of the inflection point; and the geological parameter is the ultimate bearing capacity of the pile tip soil.
Specifically, in step S110, the inflection point position of the pipeline 2 may be determined in a manner that, in an actual pipeline 2 assembling process, when the pipeline 2 needs to turn, the turning point is the inflection point position, in this embodiment, an existing device for detecting the ultimate bearing capacity of the pile toe soil is used to test the current inflection point position, so as to obtain the ultimate bearing capacity of the pile toe soil at the inflection point position, and the reinforcing steel bars 4 and the concrete with corresponding labels are equipped or selected according to the pile 1 foundation construction specification standard.
S120, arranging at least four pile positions on the outer side of the inflection point at equal intervals, and arranging at least three pile positions on the inner side of the inflection point at equal intervals; the number of the pile positions is determined according to the geological parameters, and the smaller the limit bearing capacity is, the larger the number of the pile positions is;
specifically, when the space of the turning place is limited, the existing method of directly pouring concrete cannot perform normal construction, so in this embodiment, pile positions may be set at the turning point first, and certainly, when setting the pile positions, the number of the pile positions needs to be selected according to the actual situation, and when the limit bearing capacity is small, the number of the selected pile positions may be six or seven; when the ultimate bearing capacity is larger, it is described that the bearing capacity at the inflection point position is stronger, four or five, of course, other quantities are also possible, and the relationship between the specific numerical value of the ultimate bearing capacity and the number of the pile positions is obtained through simulation experiments by those skilled in the art, in the simulation experiments, the ultimate bearing capacity at the inflection point position is firstly simulated, then, the ultimate bearing capacity is controlled to be unchanged, tests are carried out by adopting different pile positions and the pipeline 2, the running state of the fluid in the pipeline 2 and the state of the pipeline 2 are observed, the ultimate bearing capacity of the pipeline 2 is determined by changing the flow rate of the fluid in the pipeline 2 and the pressure of the fluid to the corner, the number of the pile positions and the positions of the pile positions corresponding to the pressure-bearing capacity of the pipeline 2 in the pipeline 2 construction process are selected when the flow rate and the pressure are preset, the simulation experiment belongs to a conventional experiment in the field, and a person skilled in the art can obtain the position of the pile position according with the construction standard of the corner of the pipeline 2 by the conventional experiment means, and set the pile position at the corresponding pile position.
S130, arranging a pile 1 in each pile position, wherein the top of the pile 1 is located above the pipeline 2.
Specifically, in this embodiment, the piles 1 are arranged according to the positions of the pile positions, the material of the piles 1 is preferably reinforced concrete piles 14, which have good stability and can support the pipes 2 at the corners well, in this embodiment, the top of each pile 1 is located above the pipes 2, that is, the top of each pile 1 is located at a certain distance from the pipes 2, specifically, the distance is preferably 50-100cm, with the above arrangement, the piles 1 can effectively bear the transverse stress generated by the turning of the pipes 2, in the actual arrangement process, if the pipes 2 at the current corner positions bear a large force, the vertical distance between the top of the pile 1 and the top of the pipes 2 can be 100cm, of course, other dimensions can also be adopted, this embodiment only provides a preferred embodiment, the specific vertical distance is not limited in the scheme.
S140, filling concrete with reinforcing steel bars 4 between every two adjacent piles 1, wherein the pipelines 2 are located in the concrete.
Specifically, in the above-mentioned reinforced concrete 4, the thickness and density of the reinforced concrete 4 and the grade of the concrete can be determined according to the current ultimate bearing capacity of the pile tip soil, specifically, the thickness and density of the reinforced concrete 4 and the grade of the concrete can be selected according to the standard of the pile 1 foundation construction specification, the ultimate bearing capacity of the pile tip soil and the bearing capacity of the pipeline 2.
In the scheme, 4-8 points are selected from two sides of the pipeline 2 to serve as pile positions of the piling machine 1. Concrete parameters such as the number of the piles 1 and the form of the piles 1 are obtained through design calculation, for example, the concrete piles 1 or the steel pipe piles 1 are different in stress magnitude borne by each pile 1, the pipeline 2 is different in stress under different operation conditions and geological conditions, the data need to be professionally designed, and the number and the form of the piles 1 are finally determined.
The top of the pile 1 needs to be higher than the top of the pipeline 2 by a certain distance, and specific data need to be designed according to actual conditions. The concrete filled with the steel bars 4 is filled among the piles 1, and the thickness and the density of the steel bars 4, the grade of the concrete and the like need to be designed according to specific parameters. The pipeline 2 is wholly wrapped in the reinforced concrete 4. The anchor block designed in this way can bear the transverse stress generated by the direction change of the pipeline 2 and can also offset the longitudinal stress and the shearing force generated in the operation of the pipeline 2.
The pipeline anchor block arrangement method provided by the scheme realizes the design and implementation of the anchor block in the limited space, saves the total consumption of the reinforced concrete 4, and realizes the offset of the transverse stress, the longitudinal stress and the shearing force applied to the pipeline 2.
In one embodiment, the pile positions located outside the inflection point position are equally distributed on both sides of the inflection point position, with the inflection point position as the center. As shown in fig. 1, the piles 1 are disposed at both sides of the inflection point position, so that the piles 1 can better support the pipeline 2.
In a specific embodiment, with the inflection point position as a center, pile positions located inside the inflection point position are evenly distributed on two sides of the inflection point position, and one pile position is arranged at the inflection point position.
In order to improve the connection stability between the piles 1 and 1, every two piles 1 are connected by a plurality of steel bars 4, one end of each steel bar 4 is connected with one pile 1, and the other end of each steel bar 4 is connected with the other pile 1. Adopt reinforcing bar 4 to couple together two liang of a plurality of stake 1 for have good connection stability between stake 1 and the stake 1, and then ensure the stability of the pipeline 2 that is located between stake 1.
In a particular embodiment, concrete is poured between the two adjacent piles 1, said concrete covering the reinforcement bars 4. The pipeline 2 is wholly wrapped in the reinforced concrete 4, so that longitudinal stress and shearing force generated in the operation of the pipeline 2 can be effectively counteracted.
In one embodiment, the pile 1 located at the inner side of the inflection point position and the pile 1 located at the outer side of the inflection point position are fixedly connected by using a steel bar 4. Thereby ensuring the stability of the pipe 2 between the piles 1.
In one embodiment, four to eight peg sites are equally spaced outboard of the inflection point location.
In one specific embodiment, three to five peg sites are arranged at equal intervals on the inner side of the inflection point position.
In one embodiment, the pile 1 is cast from steel reinforcement 4 concrete.
The embodiment of the invention provides a pipeline anchor block arrangement method, which comprises the following steps: determining the position of an inflection point of the pipeline 2, and acquiring geological parameters at the position of the inflection point; the geological parameter is the ultimate bearing capacity of pile tip soil; at least four pile positions are arranged on the outer side of the inflection point at equal intervals, and at least three pile positions are arranged on the inner side of the inflection point at equal intervals; the number of the pile positions is determined according to the geological parameters, and the smaller the limit bearing capacity is, the larger the number of the pile positions is; arranging a pile 1 in each pile position, wherein the top of the pile 1 is positioned above the pipeline 2; and reinforcing steel bars 4 are filled with concrete between every two adjacent piles 1, and the pipelines 2 are positioned in the concrete. Due to the adoption of the method for designing the pile position at the position of the inflection point, the problem that the scheme that concrete is not conveniently and comprehensively covered when the position of the inflection point is narrow in the prior art can be effectively solved, the weight of a reinforced concrete 4 structure can be reduced in a limited space through the design, the reinforced concrete 4 is saved, the construction cost is reduced, and the operation safety of the pipeline 2 is ensured.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; and the modifications or the substitutions do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention.
Claims (10)
1. A method of arranging a pipeline ballast comprising:
determining an inflection point position of the pipeline (2) and acquiring geological parameters at the inflection point position; the geological parameter is the ultimate bearing capacity of pile tip soil;
at least four pile positions are arranged on the outer side of the inflection point at equal intervals, and at least three pile positions are arranged on the inner side of the inflection point at equal intervals; the number of the pile positions is determined according to the geological parameters, and the smaller the limit bearing capacity is, the larger the number of the pile positions is;
arranging a pile (1) in each pile position, wherein the top of the pile (1) is positioned above the pipeline (2);
and concrete is filled between every two adjacent piles (1) by adopting reinforcing steel bars (4), and the pipeline (2) is positioned in the concrete.
2. The method of arranging a pipe ballast according to claim 1, wherein the pile sites located outside the inflection position are equally distributed on both sides of the inflection position centered on the inflection position, and one pile site is provided at the inflection position.
3. The method of arranging a pipe ballast according to claim 1, wherein the pile sites located inside the inflection position are equally distributed on both sides of the inflection position centering on the inflection position, and one pile site is provided at the inflection position.
4. A method for arranging a pipe ballast according to claim 1, wherein a plurality of reinforcing bars (4) are connected between each two piles (1), one end of each reinforcing bar (4) being connected to one pile (1) and the other end being connected to the other pile (1).
5. Method for the arrangement of pipe ballast piers according to claim 4, characterized in that concrete is poured between the two adjacent piles (1), said concrete covering the reinforcement bars (4).
6. Method according to claim 4, characterized in that the piles (1) located inside the inflection point location and the piles (1) located outside the inflection point location are fixedly connected using reinforcement bars (4).
7. A method of pipeline ballast arrangement according to any of claims 1-6, wherein four to eight pilings are provided equally spaced outside the inflection point location.
8. A method of pipeline ballast arrangement according to any of claims 1-6, wherein three to five pilings are provided at equal intervals inside the inflection point location.
9. A method of arranging a pipe ballast according to any of claims 1 to 6, wherein the pile (1) is cast of steel reinforcement (4) concrete.
10. A method of arranging a pipe ballast according to any of claims 1-6, wherein the pipe (2) is used for transporting a fluid.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110671356.8A CN113431958A (en) | 2021-06-17 | 2021-06-17 | Pipeline anchor block arrangement method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110671356.8A CN113431958A (en) | 2021-06-17 | 2021-06-17 | Pipeline anchor block arrangement method |
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| Publication Number | Publication Date |
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| CN113431958A true CN113431958A (en) | 2021-09-24 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202110671356.8A Pending CN113431958A (en) | 2021-06-17 | 2021-06-17 | Pipeline anchor block arrangement method |
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006152594A (en) * | 2004-11-26 | 2006-06-15 | Kyokado Eng Co Ltd | Ground filling construction method |
| JP2013256848A (en) * | 2012-06-14 | 2013-12-26 | Ohbayashi Corp | Concrete structure |
| NL2009214C2 (en) * | 2012-07-20 | 2014-01-23 | J F Karsten Beheer B V | Method for laying a pipeline. |
| CN205654982U (en) * | 2016-05-23 | 2016-10-19 | 中国华电科工集团有限公司 | Sea water pipeline system |
| CN109654295A (en) * | 2018-12-26 | 2019-04-19 | 中交第二公路勘察设计研究院有限公司 | The interim thrust block of elbow access point and its construction method and design method |
| CN110440055A (en) * | 2019-08-30 | 2019-11-12 | 天津城建大学 | Reduce the remodeling buttress and construction method of the buttress scale of construction at pressure pipeline horizontal curved break |
| CN111520565A (en) * | 2020-05-28 | 2020-08-11 | 中国石化销售股份有限公司华南分公司 | Miniature pile frame type pipeline anti-seismic protection structure |
| CN211624414U (en) * | 2019-12-19 | 2020-10-02 | 云南省建设投资控股集团有限公司 | Instrument formula floor bottom pump line reinforcing apparatus |
-
2021
- 2021-06-17 CN CN202110671356.8A patent/CN113431958A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006152594A (en) * | 2004-11-26 | 2006-06-15 | Kyokado Eng Co Ltd | Ground filling construction method |
| JP2013256848A (en) * | 2012-06-14 | 2013-12-26 | Ohbayashi Corp | Concrete structure |
| NL2009214C2 (en) * | 2012-07-20 | 2014-01-23 | J F Karsten Beheer B V | Method for laying a pipeline. |
| CN205654982U (en) * | 2016-05-23 | 2016-10-19 | 中国华电科工集团有限公司 | Sea water pipeline system |
| CN109654295A (en) * | 2018-12-26 | 2019-04-19 | 中交第二公路勘察设计研究院有限公司 | The interim thrust block of elbow access point and its construction method and design method |
| CN110440055A (en) * | 2019-08-30 | 2019-11-12 | 天津城建大学 | Reduce the remodeling buttress and construction method of the buttress scale of construction at pressure pipeline horizontal curved break |
| CN211624414U (en) * | 2019-12-19 | 2020-10-02 | 云南省建设投资控股集团有限公司 | Instrument formula floor bottom pump line reinforcing apparatus |
| CN111520565A (en) * | 2020-05-28 | 2020-08-11 | 中国石化销售股份有限公司华南分公司 | Miniature pile frame type pipeline anti-seismic protection structure |
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Application publication date: 20210924 |