CN111593733A - Pile-first interpolation type jacket grouting plugging system - Google Patents
Pile-first interpolation type jacket grouting plugging system Download PDFInfo
- Publication number
- CN111593733A CN111593733A CN202010506902.8A CN202010506902A CN111593733A CN 111593733 A CN111593733 A CN 111593733A CN 202010506902 A CN202010506902 A CN 202010506902A CN 111593733 A CN111593733 A CN 111593733A
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- pile
- jacket
- steel pipe
- plugging system
- sealing plate
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- 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
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
Abstract
The application discloses earlier stake method interpolation formula jacket basis grouting plugging system includes: the inner wall of the steel pipe pile is provided with a pile inner annular plate and a pile inner sealing plate, wherein the pile inner sealing plate is lapped on the pile inner annular plate, and the steel pipe pile is embedded in the jacket and arranged on the pile inner sealing plate. This kind of process type is assembled in this application through the combination of shrouding in the stake inner ring board and the stake, has solved because of the packer damages the hourglass thick liquid problem that produces among the current work progress, provides the powerful guarantee for guaranteeing jacket grout joint quality, reduction construction cost.
Description
Technical Field
The application belongs to the technical field of offshore wind power foundation construction, and particularly relates to an interpolation type jacket grouting plugging system adopting an earlier pile method.
Background
The jacket foundation is largely used in the fan foundation of the offshore wind power project and the offshore booster station foundation due to the structural stability and reliability, the jacket foundation structure is suitable for the sea area with the water depth of 20-50m, and the jacket and the steel pipe pile are connected through underwater high-strength grouting. The jacket foundation construction is divided into a 'pile-first method' and a 'pile-later method' according to the sequence of jacket installation and steel pipe pile construction, and is divided into an 'inner inserting type' and an 'outer sleeve type' according to a jacket and steel pipe pile connecting structure.
In the project which is finished and under construction in China at present, the position relation between the grouting connecting section of the interpolation type jacket by the pile-first method and the mud surface elevation is divided into two types, wherein one type is that the connecting section is partially above the mud surface and partially below the mud surface; the other is that the connecting sections are all above the mud surface. To first connected mode, before installing the jacket after the pile is accomplished, need carry out clear mud in the stake to the design elevation after installing the jacket again, to connected mode in the second, need not carry out clear mud in the stake before the jacket installation.
The plugging effect of the prior pile method jacket foundation packer is related to the pile driving precision, the installation process, the packer material, the site construction environment and the like, and the phenomenon of slurry leakage caused by the damage of the packer can be caused if any one detail is not well processed. Once slurry leakage occurs, the connection quality of the connection section can be seriously influenced, so that the field construction time is increased, the safety risk is increased, and the construction cost is increased. The internal inserting jacket packer of the pile-first method generally adopts a passive packer, and the packer mainly plays a role in plugging through the tight extrusion of a rubber packer and the inner wall of a steel pipe pile. Factors that affect packer damage leading to mud leakage are many, such as sea conditions, pile driving accuracy, jacket installation process and lowering speed. Once a packer fails, not only is grouting material wasted, but also grouting quality may be affected if mishandled. In the actual grouting construction process, the phenomenon of slurry leakage caused by damage of the packer is all generated. According to the statistics of the construction project standard sections, the loss rate of the grouting materials on the site is more than 10%, the highest loss rate reaches 25% -30%, and once slurry leaks in underwater grouting construction, although the grouting connection quality can be ensured by prolonging the grouting time and excessive grouting, a large amount of material waste and loss of a precious open sea construction window can be caused. In a planned offshore wind power plant with 20-50m water depth in China, a jacket foundation structure inserted by a pile-first method is popularized in a large quantity. How to efficiently finish the site construction in a short window period and reduce the construction cost becomes the key point of attention of owners, design and construction units.
Disclosure of Invention
Aiming at the defects or shortcomings of the prior art, the technical problem to be solved by the application is to provide the pile-in-place type jacket grouting plugging system, the plugging system has the characteristics of simple construction method, low equipment requirement, saving on-sea construction time, reducing grouting material loss rate, construction cost and the like, and powerful guarantee is provided for ensuring the connection quality of the jacket and the steel pipe pile.
In order to solve the technical problem, the application is realized by the following technical scheme:
the application provides a stake method interpolation formula jacket basis grouting plugging system earlier includes: the inner wall of the steel pipe pile is provided with a pile inner annular plate and a pile inner sealing plate, wherein the pile inner sealing plate is lapped on the pile inner annular plate, and the steel pipe pile is embedded in the jacket and arranged on the pile inner sealing plate.
Further, in the above pile-first interpolation type jacket foundation grouting plugging system, a rubber pad is further disposed on the lower surface of the pile inner sealing plate.
Further, the plugging system for foundation grouting of the jacket with the pile-first interpolation method is characterized in that the thickness of the rubber mat is not less than 20 mm.
Further, in the above grouting plugging system for the pile-in-place jacket foundation, the rubber pad is fixed to the lower surface of the pile inner sealing plate by bolts.
Further, in the above pile-first interpolation type jacket foundation grouting plugging system, the pile inner sealing plate is mounted on the inner wall of the steel pipe pile through a lifting lug.
Further, in the above pile-first interpolation jacket foundation grouting plugging system, the outer diameter of the pile inner sealing plate is slightly smaller than the inner diameter of the steel pipe pile.
Further, in the pile-first interpolation type jacket foundation grouting plugging system, a melon seed sheet is further arranged on the inner side of the steel pipe pile.
Further, in the above grouting plugging system for a pile-first interpolation jacket foundation, the designed elevation of the pile inner ring plate is lower than the bottom elevation of the inserted tip leg on the jacket in the steel pipe pile.
Further, in the above pile-first interpolation jacket foundation grouting plugging system, the pile inner ring plate and the inner wall of the steel pipe pile are in full-weld connection.
Further, in the above pile-first interpolation jacket foundation grouting plugging system, the height of the mud surface in the steel pipe pile is smaller than the designed elevation of the ring plate in the pile.
Compared with the prior art, the method has the following technical effects:
(1) the method aims at the problems of large loss of grouting materials of the jacket by a pile-first method in a construction project, low on-site mud cleaning efficiency, long construction period, high construction cost and the like, provides a pile-first method interpolation jacket grouting plugging system suitable for pile top elevation control, solves the problem of slurry leakage caused by damage of a packer in the existing construction process by combining and splicing a pile inner annular plate and a pile inner sealing plate, and provides a powerful guarantee for guaranteeing the grouting connection quality of the jacket and reducing the construction cost;
(2) supplementary processing such as shrouding all is accomplished in the factory in this application stake inner ring plate, stake, and on-the-spot simple to operate, the shutoff mode is simple, effectively solves the shutoff problem of leaking thick liquid.
(3) The scheme that sets up grout packer on this application replacement current interpolation leg has that construction method is simple, the shutoff effect is reliable, and the equipment requirement is low, saves characteristics such as marine activity duration and construction cost, provides the powerful guarantee for the interpolation jacket underwater grouting quality in the pile method earlier.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
FIG. 1: the application is a longitudinal sectional view of the pile-first interpolation type jacket grouting plugging system;
FIG. 2: a partial enlarged view as shown in fig. 1;
FIG. 3: shrouding's schematic structure in stake in this application.
Detailed Description
The conception, specific structure and technical effects of the present application will be further described in conjunction with the accompanying drawings to fully understand the purpose, characteristics and effects of the present application.
In one embodiment of the present application, as shown in fig. 1, a pile-first interpolation jacket foundation grouting plugging system comprises: the inner wall of the steel pipe pile 10 is provided with a pile inner ring plate 30 and a pile inner sealing plate 40, wherein the pile inner sealing plate 40 is lapped on the pile inner ring plate 30, and the steel pipe pile 10 is embedded in the jacket 20 and is arranged on the pile inner sealing plate 40. The structure is assembled through the combination overlap joint of shrouding 40 in the interior crown plate 30 of stake and the stake in this embodiment, has solved because of the packer damages the hourglass thick liquid problem that produces among the current work progress, provides the powerful guarantee for guaranteeing jacket grout joint quality, reduction construction cost.
Wherein, the elevation of the pile inner ring plate 30 is determined strictly according to the elevation of the pile top and the length design size of the inserted sharp leg 21 in the jacket 20. The width and the thickness of the pile inner annular plate 30 need to be determined through theoretical calculation, the weight of the pile inner sealing plate 40 can be borne after the pile inner sealing plate 40 is installed, and the lapping width of the pile inner annular plate 30 and the pile inner sealing plate 40 meets the requirement of grouting plugging reliability.
Further, in this embodiment, the lower surface of the pile inner sealing plate 40 is further provided with a rubber pad 60. When shrouding 40 processing back in the stake is accomplished, need carry out the installation of rubber pad 60 to shrouding 40 lower surface in the stake, ensure that there is not the gap at shrouding 40 and the interior ring plate 30 overlap joint of stake in the stake to the rubber pad 60 extrusion of overlap joint is in order to reach the shutoff effect through the weight of follow-up grout material.
Wherein, in order to obtain a better plugging effect, the rubber pad 60 needs to ensure better flexibility, strength, tensile resistance and the like, and the thickness of the rubber pad 60 is not less than 20 mm.
Further, in order to increase the connection stability of the rubber pad 60, the rubber pad 60 is preferably fixed to the lower surface of the pile inner sealing plate 40 by bolts.
In this embodiment, as shown in fig. 2 and 3, the pile inner sealing plate 40 is preferably mounted on the inner wall of the steel-pipe pile 10 by means of a lifting lug 41.
The outer diameter of the pile inner sealing plate 40 is slightly smaller than the inner diameter of the steel pipe pile 10, so that the installation process is smooth, and no gap is formed after the pile inner sealing plate is lapped on the pile inner ring plate 30. The thickness of the steel plate of the pile inner sealing plate 40 needs to be determined according to theoretical calculation, and slurry leakage can not be caused in the grouting process.
Further, melon seed pieces 50 are further arranged on the inner side of the steel pipe pile 10. By paving the melon seed pieces 50 in the steel pipe pile 10, the height change of the grouting connecting section caused by the pile driving precision error can be adjusted, and the waste of high-strength grouting materials in the grouting process is reduced.
The designed elevation of the pile inner ring plate 30 is lower than the bottom elevation of the inserted sharp leg 21 on the jacket 20 in the steel pipe pile 10.
The pile inner ring plate 30 is in full-welding connection with the inner wall of the steel pipe pile 10.
The height of the mud surface in the steel pipe pile 10 is smaller than the designed elevation of the pile inner ring plate 30. And (3) piling the steel pipe pile 10 to a designed elevation, and then stopping hammering to remove mud in the pile (if needed). The grouting connecting section is partially above the mud surface and partially below the mud surface. After the steel pipe pile 10 is driven to the designed elevation, special mud cleaning equipment is needed to clean mud in the pile, and it is ensured that no sludge or cohesive soil exists in the area of the grouting connection section in the pile. Wherein, the mud cleaning equipment needs to meet the on-site efficacy requirement.
The construction process of the embodiment specifically comprises the following steps:
the method comprises the following steps: before the steel pipe pile 10 is shipped, one circle of pile inner ring plates 30 are arranged on the inner ring of the steel pipe pile 10 according to the designed elevation. The elevation of the pile inner ring plate 30 is strictly required according to the design requirement of the elevation of the pile top, and the height from the pile top elevation of the pile inner ring plate 30 is greater than the height from the bottom elevation of the inserting sharp leg 21 of the jacket 20 to the pile top. The width and thickness of the pile inner ring plate 30 need to be determined by theoretical calculation to ensure that the pile inner sealing plate 40 can bear the weight of the pile inner sealing plate 40 after installation.
The elevation of the inner ring plate 30 of the pile is less than the elevation of the bottom of the sharpened leg 21 of the jacket 20 in the pile.
The pile inner ring plate 30 and the inner wall of the steel pipe pile 10 need to be welded and fixed.
Step two: the pile inner sealing plate 40 with a slightly smaller outer diameter is processed according to the inner diameter of the steel pipe pile 10.
The outer diameter of the pile inner sealing plate 40 needs to be slightly smaller than the inner diameter of the steel pipe pile 10, so that the installation process is smooth, and no gap is formed after the pile inner sealing plate is lapped on the pile inner ring plate 30. The steel plate thickness of the pile inner sealing plate 40 needs to be determined according to theoretical calculation, and the grouting process is ensured, so that the slurry leakage phenomenon caused by the deformation of the pile inner sealing plate 40 due to the weight of grouting material is avoided.
In operation, the inner pile sealing plate 40 is required to be able to bear the weight of the grouting material for the connecting section.
And step three, mounting a rubber pad 60 on the lower surface of the pile inner sealing plate 40. After shrouding 40 processing is accomplished in the stake, need carry out the installation of rubber pad 60 to shrouding 40 lower surface in the stake, ensure that there is not the gap at shrouding 40 and the 30 overlap joint in the stake to the rubber pad 60 extrusion of overlap joint is in order to reach the shutoff effect through the weight of follow-up grout material.
Wherein, the rubber pad 60 is installed by fastening bolts.
The rubber mat 60 is required to ensure good flexibility, strength, stretch resistance, and the like, and the thickness of the rubber mat 60 is not less than 20 mm.
The processing of the inner sealing plate 40 can be completed in a processing factory and then transported to the site.
Step four: the steel pipe pile 10 is driven to the design elevation for mud removal (if necessary) inside the pile. For the grouting connection section with a part above the mud surface and a part below the mud surface, after the steel pipe pile 10 is driven to the designed elevation, mud is cleaned in the pile through special mud cleaning equipment, and the condition that the position above the inner ring seam of the pile cannot have mud or cohesive soil is ensured.
Wherein, the elevation of the mud surface in the steel pipe pile 10 needs to be lower than the elevation of the inner ring plate 30 of the pile.
Step five: and the inner sealing plate 40 of the pile is fixedly installed. Through the installation that shrouding 40 in the stake is carried out to the loop wheel machine, the installation is accomplished the back, need arrange diver's underwater inspection, ensures the effective overlap joint of shrouding 40 in the stake and the ring plate 30 in the stake. If necessary, a diver can be arranged to perform welding and fixing connection on the inner sealing plate 40 of the pile and the inner wall of the steel pipe pile 10.
Wherein, the installation of the pile inner sealing plate 40 needs to be assisted by a crane.
After the installation is completed, the inspection and fixing needs to be completed by the diver.
Step six: and paving the melon seed sheets 50 in the steel pipe pile 10.
The height change of the grouting connecting section caused by the pile driving precision error is adjusted by paving the melon seed pieces 50 in the pile, so that the waste of grouting materials in the grouting process is reduced.
The melon seed pieces 50 are laid in the steel pipe pile 10 to adjust the grouting height of the connection section.
Step seven: the jacket 20 is installed.
After the pile inner sealing plate 40 is installed and fixed, the jacket 20 is hoisted and installed, and the installation is carried out when the sea condition is good and the wind force is small, so that the jacket is installed in place as soon as possible.
Step eight: and (7) grouting construction.
After the jacket 20 is installed, grouting construction is performed on a circular seam formed by the steel pipe pile 10 and the jacket 20 through a prefabricated grouting pipeline reserved on the jacket 20.
The jacket in this application adopts "pile method earlier" construction, pile earlier promptly, pile and stop hammer standard and follow "pile bolck elevation control" principle, insert the jacket after, form annular space between jacket spigot leg and the steel-pipe pile, accomplish fixed leveling back at jacket and steel-pipe pile, carry out underwater high-strength grout through prefabricated grout pipe to the annular space between steel-pipe pile and the jacket spigot leg, finally connect into a whole with jacket and pile foundation. The method aims at the problems of large loss of grouting materials of the jacket by a pile-first method in a construction project, low on-site mud cleaning efficiency, long construction period, high construction cost and the like, provides a pile-first method interpolation jacket grouting plugging system suitable for pile top elevation control, solves the problem of slurry leakage caused by damage of a packer in the existing construction process by combining and splicing a pile inner annular plate and a pile inner sealing plate, and provides a powerful guarantee for guaranteeing the grouting connection quality of the jacket and reducing the construction cost; supplementary processing such as shrouding all is accomplished in the factory in this application stake inner ring plate, stake, and on-the-spot simple to operate, the shutoff mode is simple, effectively solves the shutoff problem of leaking thick liquid. The scheme that sets up grout packer on this application replacement current interpolation leg has that construction method is simple, the shutoff effect is reliable, and the equipment requirement is low, saves characteristics such as marine activity duration and construction cost, provides the powerful guarantee for the interpolation jacket underwater grouting quality in the pile method earlier. In conclusion, the application prospect is wide.
The above embodiments are merely to illustrate the technical solutions of the present application and are not limitative, and the present application is described in detail with reference to preferred embodiments. It will be understood by those skilled in the art that various modifications and equivalent arrangements may be made in the present invention without departing from the spirit and scope of the present invention and shall be covered by the appended claims.
Claims (10)
1. A pile-first interpolation type jacket foundation grouting plugging system is characterized by comprising: the inner wall of the steel pipe pile is provided with a pile inner annular plate and a pile inner sealing plate, wherein the pile inner sealing plate is lapped on the pile inner annular plate, and the steel pipe pile is embedded in the jacket and arranged on the pile inner sealing plate.
2. The pile-in-pile jacket foundation grouting plugging system according to claim 1, wherein the lower surface of the pile inner sealing plate is further provided with a rubber pad.
3. The pile-first interpolation jacket foundation grouting plugging system of claim 2, wherein the rubber mat has a thickness of not less than 20 mm.
4. The pile-in-pile jacket foundation grouting plugging system according to claim 2 or 3, wherein the rubber pad is fixed on the lower surface of the pile inner closing plate through bolts.
5. The pile-first interpolation jacket foundation grouting plugging system according to claim 1, 2 or 3, wherein the pile inner sealing plate is installed on the inner wall of the steel pipe pile by a lifting lug.
6. The pile-first interpolation jacket foundation grouting plugging system of claim 5, wherein the outer diameter dimension of the pile inner closing plate is slightly smaller than the inner diameter dimension of the steel pipe pile.
7. The pile-first interpolation jacket foundation grouting plugging system according to claim 1, 2 or 3, wherein the steel pipe pile is further provided with melon seed sheets on the inner side.
8. The pile-first interpolation jacket foundation grouting plugging system of claim 1, wherein the designed elevation of the pile inner ring plate is lower than the bottom elevation of the jacket upper insert sharp leg in the steel pipe pile.
9. The pile-first interpolation jacket foundation grouting plugging system according to claim 1, 2, 3 or 8, wherein the pile inner ring plate and the inner wall of the steel pipe pile are in full-welded connection.
10. The pile-first interpolation jacket foundation grouting plugging system according to claim 1, 2, 3 or 8, wherein the mud level in the steel pipe pile is lower than the designed elevation of the inner ring plate of the pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010506902.8A CN111593733A (en) | 2020-06-05 | 2020-06-05 | Pile-first interpolation type jacket grouting plugging system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010506902.8A CN111593733A (en) | 2020-06-05 | 2020-06-05 | Pile-first interpolation type jacket grouting plugging system |
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| CN111593733A true CN111593733A (en) | 2020-08-28 |
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| CN202010506902.8A Pending CN111593733A (en) | 2020-06-05 | 2020-06-05 | Pile-first interpolation type jacket grouting plugging system |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113356214A (en) * | 2021-06-04 | 2021-09-07 | 中交第三航务工程局有限公司江苏分公司 | Grouting bottom sealing method for offshore wind turbine jacket foundation structure |
| CN115198788A (en) * | 2022-09-13 | 2022-10-18 | 南通泰胜蓝岛海洋工程有限公司 | Jacket hoisting construction process |
-
2020
- 2020-06-05 CN CN202010506902.8A patent/CN111593733A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113356214A (en) * | 2021-06-04 | 2021-09-07 | 中交第三航务工程局有限公司江苏分公司 | Grouting bottom sealing method for offshore wind turbine jacket foundation structure |
| CN115198788A (en) * | 2022-09-13 | 2022-10-18 | 南通泰胜蓝岛海洋工程有限公司 | Jacket hoisting construction process |
| CN115198788B (en) * | 2022-09-13 | 2022-12-09 | 南通泰胜蓝岛海洋工程有限公司 | Jacket hoisting construction process |
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