CN110644521A - Offshore wind power anti-icing structure single pile reinforcement treatment method and reinforced foundation - Google Patents
Offshore wind power anti-icing structure single pile reinforcement treatment method and reinforced foundation Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 24
- 230000002787 reinforcement Effects 0.000 title claims abstract description 15
- 239000004576 sand Substances 0.000 claims abstract description 219
- 239000002689 soil Substances 0.000 claims abstract description 30
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 13
- 238000003672 processing method Methods 0.000 claims abstract description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 238000010276 construction Methods 0.000 claims description 6
- 238000012876 topography Methods 0.000 claims description 6
- 238000005056 compaction Methods 0.000 claims description 5
- 238000007599 discharging Methods 0.000 claims description 3
- 238000010248 power generation Methods 0.000 claims description 3
- 239000002131 composite material Substances 0.000 abstract description 2
- 238000010009 beating Methods 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
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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
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
- E02B17/0017—Means for protecting offshore constructions
- E02B17/0021—Means for protecting offshore constructions against ice-loads
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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Abstract
The invention discloses a single pile reinforcement processing method for an offshore wind power anti-icing structure, which comprises the steps of calculating the center coordinates of each compacted sand pile; sequentially sinking a plurality of sand pile sleeves, pressurizing and draining the sand pile sleeves when the sand pile sleeves are close to the mud surface, and continuously sinking to the designed bottom elevation; pouring sand into the sand pile casing; pressing the sand pile pulling sleeve, detecting the elevation of the sand surface, controlling the speed of the sand pile pulling sleeve, and preventing soft soil from entering the bottom of the sand pile pulling sleeve; continuously maintaining the pressure in the pipe to back-beat so as to compact, compact and expand the sand columns; circularly performing pipe drawing and back driving to form a whole compacted sand pile; the method is characterized in that a single pile of the wind turbine generator is used as a center, a plurality of compacted sand piles are arranged around the single pile to form a compacted sand pile array, and the single pile foundation is reinforced. The invention also discloses a single-pile reinforced foundation. According to the single-pile reinforcing treatment method, the compacted sand pile array is arranged around the single-pile foundation of the wind turbine generator, so that a new soil body around the reinforcing pile of the composite foundation is formed, and the stability of the foundation of the wind turbine generator is enhanced.
Description
Technical Field
The invention belongs to the field of wind power foundation reinforcement, and particularly relates to a single pile reinforcement treatment method for an offshore wind power anti-icing structure and a reinforced foundation.
Background
At present, the offshore wind turbine foundation is 80% of single-pile type, along with the increasing power of the wind turbine, the load is also increased, the pile diameter of the single pile is increased, the pile foundation stability is difficult to meet the requirements for the deep and soft soil on the surface and the bedrock geological structure covered below, and great challenges are brought to design and construction.
Disclosure of Invention
The invention has the technical problem that the pile foundation stability of the single-pile type wind turbine generator commonly adopted by the offshore wind power is difficult to meet the requirement along with the increase of the power and the load of the offshore wind turbine generator.
The invention aims to solve the problems and provides a single pile reinforcing treatment method and a reinforcing foundation for an offshore wind power anti-icing structure.
The technical scheme of the invention is that the offshore wind power anti-icing structure single pile reinforcing treatment method utilizes compacted sand piles to replace soft soil on the surface of a seabed to reinforce the single pile foundation of an offshore wind power generation unit, and comprises the following steps,
step 1: calculating the pile center coordinate of each compacted sand pile;
step 2: positioning a construction ship to an accurate coordinate position of a compacted sand pile, sequentially and respectively sinking a plurality of sand pile sleeves, pressurizing and draining the sand pile sleeves when the sand pile sleeves are close to a mud surface, keeping the air pressure in the pipes, continuously sinking the sand pile sleeves to a designed bottom elevation, and detecting and squeezing out mud entering the end parts of the sand pile sleeves in the sinking process;
and step 3: pouring sand into the sand pile casing;
and 4, step 4: setting air pressure in the pipe according to the depth of a soil layer where the sand pile sleeve is located, pressing the sand pile sleeve, keeping sand in the pipe in the soil layer, detecting the elevation of the sand surface in the sand pile sleeve, controlling the speed of the sand pile sleeve, and avoiding soft soil from entering the bottom of the sand pile sleeve due to over-fast pipe drawing; continuously maintaining the pressure in the pipe to back-beat so as to compact, compact and expand the sand columns; circularly performing sand filling, pipe drawing and back driving to form a whole compacted sand pile;
and 5: and (5) repeating the step (2) to the step (4), wherein a single pile of the wind turbine generator is taken as a center, and a plurality of compacted sand piles are arranged around the single pile to form a compacted sand pile array so as to finish the reinforcement of the single pile foundation.
Before the step 1, carrying out underwater topography measurement by adopting a GPS non-tide method, drawing an underwater topography map and determining the elevation of the mud surface.
In step 4, circularly performing sand filling, pipe drawing and backdriving, wherein the calculation formula of the single backdriving depth and the pile forming height is as follows:
A =ΔGL ×(1-d22/D2)
H=ΔGL-A
ΔGL= GL2- GL1
wherein, the delta GL is the pipe drawing height, the A is the back driving height, the H is the pile forming height, the GL1 is the actually measured bottom elevation of the sand pile sleeve before pipe drawing, the GL2 is the actually measured bottom elevation of the sand pile sleeve after pipe drawing, the D2 is the bottom inner diameter of the sand pile sleeve, and the D is the diameter of the underwater compacted sand pile after expanding.
Step 4, detecting the elevation of the sand surface in the sand pile casing, controlling the speed of the upper sand-pulling pile casing, avoiding soft soil from entering the bottom of the sand pile casing due to over-fast pipe pulling, reducing the speed of the upper sand-pulling pile casing when the sand discharge amount in the sand pile casing is less than the theoretical application sand amount until the sand discharge amount in the sand pile casing is equal to the theoretical application sand amount,
sand discharging amount in sand pile casing
V1=π×d12(SL1-SL2)/4
In the formula, SL1 is the actually measured elevation of the sand surface in the pipe before pipe drawing, SL2 is the actually measured elevation of the sand surface in the pipe after pipe drawing, and d1 is the inner diameter of the upper part of the sand pile sleeve;
theoretical application sand amount after sand-pulling pile sleeve delta GL height
V2=π×d22(GL2-GL1)/4
ΔGL= GL2- GL1
In the formula, GL1 is actually measured bottom elevation of the sand pile casing before pipe drawing, GL2 is actually measured bottom elevation of the sand pile casing after pipe drawing, and d2 is inner diameter of the bottom of the sand pile casing.
The single-pile reinforced foundation formed by the single-pile reinforced treatment method comprises a single-pile foundation and a plurality of compacted sand piles, wherein the single-pile foundation is connected with seabed bedrock, and the compacted sand piles are arranged in a soft soil layer above the bedrock; the compaction sand pile takes the single pile foundation as the center and is arranged at intervals to form a compaction sand pile array.
Preferably, the mono-pile reinforced foundation further comprises an ice pick resistant cone mounted at the mono-pile foundation level.
Preferably, the single pile foundation is a steel pipe pile.
Preferably, the inner circle of the compacted sand pile array is a square, an equilateral triangle or a parallelogram.
Preferably, the outer ring of the compacted sand pile array is circular.
Preferably, the distance between the squeezed sand pile adjacent to the single pile foundation in the squeezed sand pile array and closest to the single pile foundation and the center of the single pile foundation is 6-10 m.
Preferably, the pitch of the compacted sand piles of the compacted sand pile array is 1.3-3.5 m.
Preferably, the pile diameter of the compacted sand pile is 1.2-2 m.
Preferably, the pile length of the compacted sand pile is 10-60 m.
Compared with the prior art, the invention has the beneficial effects that:
1) according to the single-pile reinforcement processing method, the compacted sand pile array is arranged around the single-pile foundation of the wind turbine generator, so that a new soil body around the reinforced pile of the composite foundation is formed, and the stability of the foundation of the wind turbine generator is enhanced;
2) according to the single-pile reinforcing treatment method, before each compacted sand pile is arranged, the position of the compacted sand pile is accurately positioned, so that the foundation reinforcing effect of the wind turbine generator is ensured;
3) according to the single-pile reinforcement processing method, in the process of arranging the compacted sand piles, the elevation of the sand surface is monitored, the pipe drawing speed is controlled, the compacted sand piles are effectively prevented from being clamped with mud, and the construction quality is improved;
4) the compacted sand pile display is constructed from inside to outside, so that the situation that soil mass around a single pile is excessively accumulated to be unfavorable for the laying of sand quilt and sea cable and the installation of accessory components is avoided, and the situation that the soil mass around the single pile excessively extrudes the pile body to cause the integral inclination of the pile body is avoided;
5) compared with the traditional treatment mode, the single-pile reinforcement treatment method is safer, more reliable, more economical and more efficient;
6) the ice-resistant cone of the single-pile reinforced foundation reduces the ice load of the single-pile foundation.
Drawings
The invention is further illustrated by the following figures and examples.
Fig. 1 is a flowchart of a method for reinforcing a mono-pile according to the present invention.
Fig. 2 is a schematic diagram of the pipe drawing and back driving principle of the compacted sand pile.
Fig. 3 is a schematic structural view of a single-pile reinforced foundation.
Fig. 4 is a top view of a mono pile foundation and an array of compacted sand piles.
Description of reference numerals: the steel pipe pile comprises a steel pipe pile 1, a compacted sand pile 2, an anti-ice cone 3, a sacrificial anode block 4, an overhaul platform 5, a ladder stand 6 and a cable pipe 7.
Detailed Description
As shown in figures 1-2, the offshore wind power anti-icing structure single pile reinforcing treatment method is used for reinforcing a single pile foundation of an offshore wind power generation unit, a compacted sand pile ship is used for construction, the compacted sand pile ship is positioned by a GPS measuring system and comprises a GPS base station and 2 GPS receiving stations on the ship, the single pile reinforcing treatment method comprises the following steps,
step 1: calculating the pile center coordinate of each compacted sand pile, and guiding the pile center coordinate into a GPS (global positioning system) of a compacted sand pile ship;
step 2: positioning a compacted sand pile ship to an accurate coordinate position of a compacted sand pile, sequentially and respectively sinking 3 sand pile sleeves, pressurizing and draining the sand pile sleeves when the sand pile sleeves are close to a mud surface, simultaneously keeping the air pressure in the sand pile sleeves, continuously sinking the sand pile sleeves to a designed bottom surface elevation, and detecting and squeezing out mud entering from the end part of the sand pile sleeves in the sinking process;
and step 3: pouring sand into the sand pile casing;
and 4, step 4: setting air pressure in the pipe according to the depth of a soil layer where the sand pile sleeve is located, pressing the sand pile sleeve, keeping sand in the pipe in the soil layer, detecting the elevation of the sand surface in the sand pile sleeve, controlling the speed of the sand pile sleeve, and avoiding soft soil from entering the bottom of the sand pile sleeve due to over-fast pipe drawing; continuously maintaining the pressure in the pipe to back-beat so as to compact, compact and expand the sand columns; circularly performing sand filling, pipe drawing and back driving to form a whole compacted sand pile;
and 5: and (5) repeating the step (2) to the step (4), wherein a single pile of the wind turbine generator is taken as a center, and a plurality of compacted sand piles are arranged around the single pile to form a compacted sand pile array so as to finish the reinforcement of the single pile foundation.
The sand for the compacted sand piles was transported from the banker harbor quay to the site using 2 2000t sand carriers. The pile body material of the sand compaction pile adopts coarse sand or medium sand, the maximum grain diameter is not more than 5mm, and the mud content is not more than 5%.
Before the step 1, carrying out underwater topography measurement by adopting a GPS non-tide method, drawing an underwater topography map and determining the elevation of the mud surface.
In step 2, the positioning personnel closely observe the pile position deviation displayed by the GPS system, and ensure that the pile position deviation is less than 0.2dmm, namely 320mm, when the casing is sunk. Meanwhile, in the process of sinking, the verticality of the compacted sand pile is controlled by adjusting ballast water of the underwater compacted sand pile ship, and the verticality of the sand pipe is strictly controlled within 1.5%.
And 2, when the sand pile casing pipe is sunk, observing the height of the soil plug in the sand pile casing pipe by measuring the pipe bottom elevation and the sand surface elevation in the pipe, and adjusting the air pressure in the pipe according to an observation result to keep the height of the soil plug in the sand pile casing pipe to be about 1m as much as possible.
As shown in fig. 2, in step 4, the sand make-up, pipe drawing and back-beating are performed in a circulating manner, and the calculation formula of the single back-beating depth and pile-forming height is as follows:
A =ΔGL ×(1-d22/D2)
H=ΔGL-A
ΔGL= GL2- GL1
wherein, the delta GL is the pipe drawing height, the A is the back driving height, the H is the pile forming height, the GL1 is the actually measured bottom elevation of the sand pile sleeve before pipe drawing, the GL2 is the actually measured bottom elevation of the sand pile sleeve after pipe drawing, the D2 is the bottom inner diameter of the sand pile sleeve, and the D is the diameter of the underwater compacted sand pile after expanding.
Step 4, detecting the elevation of the sand surface in the sand pile casing, controlling the speed of the upper sand-pulling pile casing, avoiding soft soil from entering the bottom of the sand pile casing due to over-fast pipe pulling, reducing the speed of the upper sand-pulling pile casing when the sand discharge amount in the sand pile casing is less than the theoretical application sand amount until the sand discharge amount in the sand pile casing is equal to the theoretical application sand amount,
sand discharging amount in sand pile casing
V1=π×d12(SL1-SL2)/4
In the formula, SL1 is the actually measured elevation of the sand surface in the pipe before pipe drawing, SL2 is the actually measured elevation of the sand surface in the pipe after pipe drawing, and d1 is the inner diameter of the upper part of the sand pile sleeve;
theoretical application sand amount after sand-pulling pile sleeve delta GL height
V2=π×d22(GL2-GL1)/4
ΔGL= GL2- GL1
In the formula, GL1 is actually measured bottom elevation of the sand pile casing before pipe drawing, GL2 is actually measured bottom elevation of the sand pile casing after pipe drawing, and d2 is inner diameter of the bottom of the sand pile casing.
And 4, automatically tracking the height of the residual sand in the sleeve by a sand surface monitor to ensure that the height is not less than 3m, immediately stopping pulling up and starting sand adding if the height is less than the value, and preventing soft soil outside the sleeve from recharging under the action of water and soil pressure in the process of exhausting and adding sand to cause mud clamping of the underwater compacted sand pile.
The top of the compacted sand pile in a partial area is shallow in soil penetration, and the surrounding soil pressure is low, so that the pressure in the pipe is reduced during backdriving, and the phenomenon that sand in the pipe is completely flushed out due to overlarge pressure is prevented, and pile breakage of the compacted sand pile is caused. Therefore, when the construction is carried out to a distance of 1-2 m from the pile top, the height of each pile should be shortened, and the compactness of the top of the compacted sand pile is improved as much as possible.
The plane deviation of the ship moving positioning is strictly controlled within +/-320 mm, and if the plane deviation is out of limit after the sand pile casing enters the mud surface, the plane deviation needs to be adjusted in time, particularly during sudden rising and falling tide. Meanwhile, the ship anchor position needs to be adjusted regularly according to the actual positioning condition so as to better control the plane deviation.
As shown in fig. 3-4, the single-pile reinforced foundation formed by the offshore wind power anti-icing structure single-pile reinforcing method comprises a steel pipe pile 1, an anti-icing cone 3 and 376 compacted sand piles 2, wherein the steel pipe pile 1 is connected with seabed bedrock, and the compacted sand piles 2 are arranged in a soft soil layer above the bedrock; the compacted sand piles 2 are arranged at intervals by taking the steel pipe pile 1 as the center to form a compacted sand pile array. And the distance between the center of the steel pipe pile 1 and the compacted sand pile 2 which is adjacent to the steel pipe pile 1 and closest to the steel pipe pile 1 in the compacted sand pile array is 9.6 m. The interval of the compacted sand piles 2 of the compacted sand pile array is 3.2 m. The pile diameter of the compacted sand pile 2 is 2 m. The pile length of the compacted sand pile 2 is 14.8 m.
The single-pile reinforced foundation further comprises a sacrificial anode block 4, an overhaul platform 5, a ladder stand 6 and a cable pipe 7. The ice-resistant cone 3 is arranged at the horizontal plane of the steel pipe pile 1. And the sacrificial anode block 4 is welded with the steel pipe pile 1 and is used for resisting corrosion of a metal part of the pile foundation. The upper end of the ladder stand 6 is connected with the maintenance platform 5, and the lower end extends to the horizontal plane. The cable pipe 7 is fixedly connected with the steel pipe pile 1, and the lower end of the cable pipe penetrates into a soft soil layer to protect a power transmission cable of the wind turbine generator.
Claims (10)
1. A single pile reinforcement processing method of an offshore wind power anti-icing structure utilizes compacted sand piles to replace soft soil on the surface of a seabed to reinforce a single pile foundation of an offshore wind power generation unit, and is characterized by comprising the following steps,
step 1: calculating the pile center coordinate of each compacted sand pile;
step 2: positioning a construction ship to an accurate coordinate position of a compacted sand pile, sequentially and respectively sinking a plurality of sand pile sleeves, pressurizing and draining the sand pile sleeves when the sand pile sleeves are close to a mud surface, keeping the air pressure in the pipes, continuously sinking the sand pile sleeves to a designed bottom elevation, and detecting and squeezing out mud entering the end parts of the sand pile sleeves in the sinking process;
and step 3: pouring sand into the sand pile casing;
and 4, step 4: setting air pressure in the pipe according to the depth of a soil layer where the sand pile sleeve is located, pressing the sand pile sleeve, keeping sand in the pipe in the soil layer, detecting the elevation of the sand surface in the sand pile sleeve, controlling the speed of the sand pile sleeve, and avoiding soft soil from entering the bottom of the sand pile sleeve due to over-fast pipe drawing; continuously maintaining the pressure in the pipe to back-beat so as to compact, compact and expand the sand columns; circularly performing sand filling, pipe drawing and back driving to form a whole compacted sand pile;
and 5: and (5) repeating the steps 2-4, taking the single pile of the wind turbine generator as a center, and arranging a plurality of compacted sand piles around the single pile from inside to outside to form a compacted sand pile array so as to finish the reinforcement of the single pile foundation.
2. The offshore wind power anti-icing structure single pile reinforcement processing method according to claim 1, characterized in that before step 1, an underwater topography is measured by a GPS tide-free method, an underwater topography map is drawn, and a mud surface elevation is determined.
3. The offshore wind power anti-icing structure single pile reinforcement processing method according to claim 1, wherein in step 4, the sand filling, pipe drawing and back driving are performed in a circulating manner, and the calculation formula of the single back driving depth and the pile forming height is as follows
A =ΔGL ×(1-d22/D2)
H=ΔGL-A
ΔGL= GL2- GL1
Wherein, the delta GL is the pipe drawing height, the A is the back driving height, the H is the pile forming height, the GL1 is the actually measured bottom elevation of the sand pile sleeve before pipe drawing, the GL2 is the actually measured bottom elevation of the sand pile sleeve after pipe drawing, the D2 is the bottom inner diameter of the sand pile sleeve, and the D is the diameter of the underwater compacted sand pile after expanding.
4. The offshore wind power anti-icing structure single pile reinforcement processing method according to claim 1, characterized in that in step 4, the sand surface elevation in the sand pile casing is detected, the speed of pulling up the sand pile casing is controlled, soft soil is prevented from entering the bottom of the sand pile casing due to too fast pipe pulling, when the sand amount discharged from the sand pile casing is smaller than the theoretical sand amount, the speed of pulling up the sand pile casing is reduced until the sand amount discharged from the sand pile casing is equal to the theoretical sand amount,
sand discharging amount in sand pile casing
V1=π×d12(SL1-SL2)/4
In the formula, SL1 is the actually measured elevation of the sand surface in the pipe before pipe drawing, SL2 is the actually measured elevation of the sand surface in the pipe after pipe drawing, and d1 is the inner diameter of the upper part of the sand pile sleeve;
theoretical application sand amount after sand-pulling pile sleeve delta GL height
V2=π×d22(GL2-GL1)/4
ΔGL= GL2- GL1
In the formula, GL1 is actually measured bottom elevation of the sand pile casing before pipe drawing, GL2 is actually measured bottom elevation of the sand pile casing after pipe drawing, and d2 is inner diameter of the bottom of the sand pile casing.
5. The single-pile reinforced foundation formed by the offshore wind power anti-icing structure single-pile reinforcing treatment method according to any one of claims 1 to 4, characterized by comprising a single-pile foundation and a plurality of compacted sand piles, wherein the single-pile foundation is connected with seabed bedrock, and the compacted sand piles are arranged in a soft soil layer above the bedrock; the compaction sand pile takes the single pile foundation as the center and is arranged at intervals to form a compaction sand pile array.
6. A mono-pile reinforced foundation as claimed in claim 5, further comprising an ice pick resistant cone mounted at the level of the mono-pile foundation.
7. The single-pile reinforced foundation of claim 5, wherein the single-pile foundation is a steel pipe pile.
8. A mono-pile reinforced foundation as claimed in claim 5, wherein the inner circle of the array of compacted sand piles is square, equilateral triangle or parallelogram.
9. A mono-pile reinforced foundation as claimed in claim 5, wherein the array of compacted sand piles has a pitch of 1.3-3.5 m.
10. The mono-pile reinforced foundation of claim 5, wherein the compacted sand pile has a pile diameter of 1.2-2 m.
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| CN112663668A (en) * | 2021-01-15 | 2021-04-16 | 中国能源建设集团浙江省电力设计院有限公司 | Disc type composite single-pile fan foundation suitable for soft soil seabed and construction method |
| CN115075283A (en) * | 2021-03-16 | 2022-09-20 | 中国电建集团华东勘测设计研究院有限公司 | Anti-scouring structure for single pile foundation of offshore wind turbine generator and construction method of anti-scouring structure |
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| 蒋红晖: "《浅析海上地基处理中挤密砂桩的施工技术》", 中国水运, vol. 18, no. 2, 28 February 2018 (2018-02-28), pages 228 - 232 * |
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| CN111894029A (en) * | 2020-07-28 | 2020-11-06 | 中国长江三峡集团有限公司 | Offshore wind power composite foundation suitable for seabed with sludge covering layer and construction method |
| CN112663668A (en) * | 2021-01-15 | 2021-04-16 | 中国能源建设集团浙江省电力设计院有限公司 | Disc type composite single-pile fan foundation suitable for soft soil seabed and construction method |
| CN115075283A (en) * | 2021-03-16 | 2022-09-20 | 中国电建集团华东勘测设计研究院有限公司 | Anti-scouring structure for single pile foundation of offshore wind turbine generator and construction method of anti-scouring structure |
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