WO2025155995A1 - Fondation de turbine éolienne et son procédé de construction - Google Patents

Fondation de turbine éolienne et son procédé de construction

Info

Publication number
WO2025155995A1
WO2025155995A1 PCT/VN2025/000001 VN2025000001W WO2025155995A1 WO 2025155995 A1 WO2025155995 A1 WO 2025155995A1 VN 2025000001 W VN2025000001 W VN 2025000001W WO 2025155995 A1 WO2025155995 A1 WO 2025155995A1
Authority
WO
WIPO (PCT)
Prior art keywords
pile
segment
pile segment
cap
wire ropes
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
PCT/VN2025/000001
Other languages
English (en)
Inventor
Hung NGUYEN VIET
Dat TRAN QUANG
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Individual
Original Assignee
Individual
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Individual filed Critical Individual
Publication of WO2025155995A1 publication Critical patent/WO2025155995A1/fr
Pending legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • 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
    • 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
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/16—Prestressed structures
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/22—Sockets or holders for poles or posts
    • E04H12/2253—Mounting poles or posts to the holder
    • E04H12/2269—Mounting poles or posts to the holder in a socket

Definitions

  • the present invention relates to the field of construction technology of wind turbine tower foundations, and more particularly, to a cross-shaped hybrid wind turbine foundation that is combined between a shallow foundation and a monopile foundation, the cross-shaped hybrid wind turbine foundations including a adapter tower, a pile cap and a pile, which can increase the bearing capacity, increase the bending stiffness, reduce the horizontal displacement and rotational displacement of the pile.
  • the present invention also refers to the construction method of this cross-shaped hybrid wind turbine foundation.
  • the wind turbines in operation typically have a capacity ranging from 6 MW to 12 MW, and will increase to 12 MW to 25 MW in the future.
  • the wind turbine towers utilized in industrial wind power plants are mainly built in areas characterized by unstable soil conditions such as shorelines, floodplains, and sea areas in shallow water depths less than 50 meters. Such areas often exhibit weak soil geology. Therefore, the wind turbine foundation systems in these areas must adhere to specific criteria to ensure the bearing capacity and structural stability on unstable ground, thus ensuring the overall stability of the wind turbines.
  • wind turbine foundations commonly used for areas with the above properties can be categorized based on their structure and installation methods, which are described below.
  • the gravity foundation (also known as shallow foundations) have a large foundation base in direct contact with the ground and use the weight of the turbine and the tower along with the weight of the foundation base itself and the soil mass on the foundation to create gravity to keep the wind turbine stable.
  • This gravity foundation structure is only suitable when the layers of soil under the foundation base have good bearing capacity. However, for areas with weak soil geological conditions with great depths, especially coastal wetlands, this gravity foundation structure cannot be applied.
  • the upper pile segment (3) is a hollow tube with a diameter smaller by 10-100 cm than the inner diameter of the inner cylinder (10) of the pile cap (1).
  • the upper end of the upper pile segment (3) is secured to the inner cylinder (10) by pouring high-strength grout into the overlapping joint (7), and the lower end of the upper pile segment is connected to the lower pile segment (4) at the joint (8) using high-strength grout.
  • the construction method for the wind turbine foundations further includes the step of lowering the lower pile segment (4) inside the upper pile segment (3) to the design depth, using the upper pile segment (3) as a guide frame and tensioning the bolt system (18) to push the lower pile segment down immediately after lowering the upper pile segment (3) to the design elevation.
  • the cross-shaped hybrid wind turbine foundation of the present invention is a combination of shallow foundation and a pile foundation that allows the pile to bear vertical loads, in which the pile cap is subjected to horizontal loads and torsional moment.
  • the pile cap together with the upper pile segment and the lower pile segment, in which the lower end of the upper pile segment connected to the outer circumference of the pile cap by the anchored wire ropes, will bear the load caused by the bending moment, increasing the bending resistance moment of the whole foundation system.
  • the cross-shaped hybrid wind turbine foundation of the present invention allows to maximize the bearing capacity of the ground even in weak soil layers above, with a reasonable foundation bearing diagram allowing to increase bearing capacity and reduce material usage.
  • the cross-shaped hybrid wind turbine foundation of the present invention allows to reduce the material used and the size of the pile, they allow save about 20-30% the construction cost. And it also allow used design for the large size of wind turbine nowadays out of the limit of monopile foundation.
  • the radial walls, the upper pile segment with the tension steel wire ropes, allow to enhance the bending resistance rigidity of the foundation, as well as creating a fixed point that reduces the slenderness of the entire pile system includes the upper pile segment and lower pile segment.
  • the cross-shaped hybrid wind turbine foundation can be installed without producing loud noises that may affect organisms living in the built environment.
  • the cross-shaped hybrid wind turbine foundation allows to solve the problem of cleaning and restoring the original environmental site by utilizing pile cap as an anchor system to pull out the lower and upper pile segments, and the entire pile cap can then be returned to the original environment, this allows for the retrieval of used materials for recycling.
  • Fig. 1 is a partial cross-sectional perspective view of the cross-shaped hybrid wind turbine foundation according to the embodiment of the present invention
  • Fig. 2 is a partial cross-sectional perspective view of the cross-shaped hybrid wind turbine foundation according to the another embodiment of the present invention
  • Fig. 3 is a partial cross-sectional perspective view of the Cross-shaped hybrid wind turbine foundation according to the another embodiment of the present invention.
  • Fig. 4 is the top view of the turbine foundation in Fig. 1;
  • Fig. 5 is a cross-sectional view illustrating the method of connecting the components of the wind turbine foundation according to the present invention in preparation for installation and lowering the foundation;
  • Fig. 6 is a cross-sectional view showing the state of the wind turbine foundation according to the present invention after lowering the upper pile segment;
  • Fig. 7 is a cross-sectional view showing the state of the wind turbine foundation according to the present invention after the upper pile segment has been fully lowered.
  • Fig. 8 is a drawing comparing the changes in horizontal displacement and rotational displacement of the structure when the boundary conditions are changed.
  • One aspect of the present invention provides the cross-shaped hybrid wind turbine foundation.
  • the cross-shaped hybrid wind turbine foundation according to the first embodiment of the present invention is a combination of a shallow foundation and a monopile foundation with a crossshape, including a pile cap 1 connected to a adapter tower 2, a pile including an upper pile segment 3 and a lower pile segment 4, and a lower anchored wire ropes 5 and an upper anchored wire ropes 6, these components are connected at joints 7 and 8, thereby take advantage of the benefits while effectively mitigating the limitations associated with existing foundation structures.
  • the pile cap 1 is cast of reinforced concrete in the shape of an inverted drum with a closed top, consisting of two hollow columns arranged concentrically and connected to each other through radial walls, forming an integrated rigid slab.
  • the pile cap 1 includes the outer cylinder 9 and the inner cylinder 10, which are connected by radially arranged radial walls 11, and the slab 12 on the upper surfaces of the outer cylinder 9, inner cylinder 10, and the radial walls 11 to cover the top surface of the pile cap 1.
  • the outer cylinder 9 can be made of concrete or steel, with a diameter ranging from 20 - 50 m and a height from 3 - 8 m.
  • the slab 12 is formed perpendicular to the outer cylinder 9, extending from the inner perimeter at the top of the outer cylinder 9 toward the inner cylinder 10 to completely cover the top surface of the pile cap 1, ensuring that the pile cap 1 has the shape of a inverted drum and creates enclosed chambers to facilitate lowering the pile cap 1 below the seabed through the perform of vacuum suction.
  • the present invention is not limited to the slab 12 being formed perpendicular to the outer cylinder 9, the slab 12 may be inclined relative to the outer cylinder 9 so that the top surface of the pile cap 1 has a conical shape.
  • the inner cylinder 10 made in reinforced concrete or steel, with a diameter of 4 - 15 m, at the bottom of the inner cylinder 10 is a bottom flange 13 to connect the pile and the pile cap.
  • the outer and inner cylinders are connected by radial walls 11, which can vary in number from 3 to 12 walls. All system is covered by a slab 12. The structure forms the close compartment when we put the pile cap on the seabed.
  • the lower collar 15 is extended inward from the inner surface at the lower end of the upper pile segment 3 so that the extension directions of the flange 14 and the lower collar 15 are opposite.
  • the lower collar 15 is provided with evenly spaced circular holes to connect the bolt system of the upper pile segment 3 with the lower pile segment 4.
  • the lower pile segment 4 is in the shape of a hollow cylinder with a diameter 10-50 cm smaller than the upper pile segment 3 so that the lower pile segment 4 inserted through the lower collar 15 of the upper pile segment 3.
  • the lower anchored wire ropes 5 is evenly arranged around the upper pile segment 3 to connect the lower end of the upper pile segment 3 with the anchor head systems at the outer ends of the radial walls 11 of the pile cap 1, the lower anchored wire ropes 5 forms an inclination angle a with the vertical direction in range of 20 - 70°, preferably an inclination angle a in the range of 50 - 60°.
  • the number of the lower anchored wire ropes 5 distributed will be equal to the number of radial walls or a divisor of the radial walls so that the cables of the lower anchored wire ropes 5 are arranged radially around the upper pile segment 3.
  • the upper anchored wire ropes 6 include a plurality of cables is provided, wherein one end of the cables is arranged radially at regular intervals around the circumference at the upper end of the adapter tower 2 and the other end is connected to the anchor head systems at the outer end of the radial wall 11 of the pile cap 1 at the locations connected to the cables of the lower steel wire ropes 5.
  • the pile cap 1, the upper pile segment 3, and the lower pile segment 4 are located, connected and fixed together through bolt systems 17 and concrete mortar at joint 7 between the bottom flange 13 of the inner cylinder 10 and the flange 14 of the upper pile segment 3, and through bolt systems 18 and concrete mortar at joint 8 between the lower collar 15 of the upper pile segment 3 and the lower pile collar 16 of the lower pile segment 4.
  • the cross-shaped hybrid wind turbine foundation according to the present invention is formed to optimize a structure with variable rigidity according to the bending moment diagram.
  • the pile cap 1 is embedded in the ground under the seabed to allow maximum utilization of strength and stiffness of the top soil layer to reduce horizontal displacement by using the horizontal reaction of the soil on the wall of the outer cylinder 9, in addition this reaction also significantly contributing to reducing rotational displacement of the pile section.
  • the radial walls 3, in addition to creating stiffness of the pile cap 1 and forming the close compartment, are also responsible for increasing the torsional resistance of the entire foundation system by using the horizontal pressure of the soil on the surface of the radial walls 11, thereby reducing the entire torsional load acting on the pile body itself as well as the connections beneath the pile cap 1.
  • the combination of the upper and lower steel wire ropes system 5 and 6, together with the pile cap 1 and upper and lower pile segments 3 and 4 forms rigid frames that pass through the central axis of the foundation system, significantly increasing the bending stiffness of the foundation system at locations and large bending moments, reducing internal forces in the pile system. Furthermore, the cable system is anchored to the upper pile segment of the piles, creating a stable point that minimizes the slenderness of the entire pile system, allowing to reduce the size and material requirements of the foundation.
  • the pile cap 1 according to the present invention is structured with a reasonable shape that allows good mobilisation of the bearing capacity of the weak ground above, creating a large resistance that reduce horizontal displacement and rotational displacement at the top of the pile, thereby making the redistribution of bending moment in the pile by taking advantage of the symmetry of the pile, and to create a large torsional resistance. That allows saving about 20-30% of materials.
  • the cross-shaped hybrid wind turbine foundation according to the present invention allow for the creation of fixed points in the pile body (the upper pile segment 3) through the use of the lower anchored wire ropes 5, on one hand, this increases resistance to bending, on the other hand, it reduces the buckling length of the pile by 2-4 times, which enables a reduction in the size and material requirements for the piles, resulting in cost savings and reduced construction equipment needs. Minimising the buckling length of the pile also mitigates the risk of generating additional internal forces during the construction process that could potentially damage the piles during installation..
  • the cross-shaped hybrid wind turbine foundation according to the present invention create a reasonable structure foundation model in terms of bearing, creating a transparent and effective calculation scheme, making good use of the strengths of the material in terms of bearing capacity, as well as the corrosion resistance of aggressive environments, reinforced concrete pile cap with good corrosion resistance is arranged in the zone of strong erosion, steel piles are arranged in the zone of weaker erosion.
  • the cross-shaped hybrid wind turbine foundation according to another embodiment of the present invention is applied to the wind turbine foundation built in an area with good ground, the depth of the pile system is not too large.
  • the structure of the wind turbine foundation according to this embodiment is basically similar to the cross-shaped hybrid wind turbine foundation described above, the difference is that the cross-shaped hybrid wind turbine foundation according to this embodiment only uses the upper pile segment 3, and the cap 30 is sealed to the top of the upper pile segment 3.
  • the cap 30 is fixed to the top of the upper pile segment 3 by welding so that the top of the upper pile segment 3 is sealed, so that the upper pile segment 3 can be lowered to the design depth by the vacuum method.
  • the method of completely sucking out the air in the cavity of the upper pile segment 3 is implemented to create a vacuum pressure in the cavity of the upper pile segment 3 to create a compressive force to bring the upper pile segment 3 to the design elevation.
  • the cap 30 is welded to the top of the upper pile segment 3 so that the holes on the flange 14 of the upper pile segment 3 are not covered by the cap 30.
  • the other aspect of the present invention provide the construction method of the cross-shaped hybrid wind turbine foundation described above as shown in Figs. 5 to 7, the construction method including:
  • casting the pile cap 1 with reinforced concrete inserting the upper pile segment 3 through the inner cylinder 10 of the pile cap 1, inserting the lower pile segment 4 into the internal of the upper pile segment 3, the lower pile segment 4, the upper pile segment 3 and pile cap 1 are temporarily fixed together through the bolt system 17, 18, installing the upper steel wire ropes 6 with one end connected to the pile cap 1 and the other end of the cables of the upper lower steel wire ropes 6 connected to the upper end of the adapter tower 2, then transporting the entire system to the construction site.
  • the pile cap 1, the upper pile segment 3 and the lower pile segment 4 are arranged at the same bottom level, the upper pile segment 3 and the pile cap 1 are connected together by a bolt system 17 connecting the bottom flange 13 and the flange 14 of the upper pile segment 3; the upper pile segment 3 and the lower pile segment 4 are connected together through a bolt system 18 connecting the lower collar 15 of the upper pile segment 3 and the lower pile collar 16 of the lower pile segment 4.
  • lowering the pile cap 1 into the ground by vacuuming in the closed chambers of the pile cap 1 or by vibrating the entire foundation system gradually moving the entire system into the ground from position 19 when the process begins to position 20 when the foundation system is fully embedded.
  • use the vacuum method to suck the air inside the closed chambers of the pile cap 1, creating negative pressure on the upper surface of the pile cap 1, thereby creating downward compressive forces and bringing the entire pile cap 1 deep into the ground until slab 12 comes into contact with the seabed.
  • the guiding system proceeds to tighten the bolt system 17 to lower both the upper pile segment 3 and the lower pile segment 4 along with the lower anchored wire ropes 5, securing them to the lower end of the upper pile segment 3, moving them to the design position as shown in Fig. 6.
  • the construction method according to the present invention is relatively simple, suitable for existing equipment and many different construction methods can be selected.
  • the simple structure of the foundation helps the construction to be carried out quickly, allowing to shorten the construction progress and reduce construction costs.

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Foundations (AREA)

Abstract

La présente invention concerne une fondation de turbine éolienne hybride en forme de croix et son procédé de construction. La fondation de turbine éolienne hybride en forme de croix comprend une calotte de pieu (1) qui est coulée en béton armé sous la forme d'un tambour inversé, constituée d'un cylindre extérieur (9), d'un cylindre intérieur (10) et de parois radiales (11) disposées radialement sur la surface extérieure du cylindre intérieur (10) pour relier le cylindre intérieur (10) au cylindre extérieur (9), formant une plaque rigide d'un seul tenant. Une dalle (12) recouvre la surface supérieure du capuchon de pieu (1), créant des chambres fermées entre la dalle (12), le cylindre extérieur (9), le cylindre intérieur (10) et les parois radiales (11), permettant une aspiration sous vide lors du placement de la calotte de pieu (1) sur le sol de fond marin; une tour d'adaptateur (2) est reliée à la surface supérieure de la calotte de pieu (1); un segment de pieu supérieur (3) est relié à la surface inférieure de la calotte de pieu (1), et un segment de pieu inférieur (4) est inséré à l'intérieur du segment de pieu supérieur (3); un câble métallique ancré supérieur (6) relie la calotte de pieu (1) à l'extrémité supérieure de la tour d'adaptateur (2), et un câble métallique ancré inférieur (5) relie la calotte de pieu (1) au segment de pieu supérieur (3).
PCT/VN2025/000001 2024-01-17 2025-01-10 Fondation de turbine éolienne et son procédé de construction Pending WO2025155995A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
VN1-2024-00364 2024-01-17
VN1202400364 2024-01-17

Publications (1)

Publication Number Publication Date
WO2025155995A1 true WO2025155995A1 (fr) 2025-07-24

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ID=96472106

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/VN2025/000001 Pending WO2025155995A1 (fr) 2024-01-17 2025-01-10 Fondation de turbine éolienne et son procédé de construction

Country Status (1)

Country Link
WO (1) WO2025155995A1 (fr)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN121556443A (zh) * 2026-01-23 2026-02-24 陕西安建投资建设有限公司 一种大直径深孔嵌岩桩

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20070065233A1 (en) * 2003-09-24 2007-03-22 Vincenzo Collina Method of constructing a pile foundation
US20100129162A1 (en) * 2008-11-24 2010-05-27 Vestas Wind Systems A/S Off-shore wind turbine and method of erecting a wind turbine tower
US20150308139A1 (en) * 2012-09-03 2015-10-29 X-Tower Constructions Gmbh Tower Construction Of A Wind Turbine And Method For Stabilizing A Tower Construction Of A Wind Turbine
US20210047797A1 (en) * 2019-08-12 2021-02-18 General Electric Renovables España, S.L. Methods for retrofitting a wind turbine foundation and wind turbine foundations
WO2023006955A1 (fr) * 2021-07-30 2023-02-02 Lak Mohammad Amin Fondation basée sur la gravité

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20070065233A1 (en) * 2003-09-24 2007-03-22 Vincenzo Collina Method of constructing a pile foundation
US20100129162A1 (en) * 2008-11-24 2010-05-27 Vestas Wind Systems A/S Off-shore wind turbine and method of erecting a wind turbine tower
US20150308139A1 (en) * 2012-09-03 2015-10-29 X-Tower Constructions Gmbh Tower Construction Of A Wind Turbine And Method For Stabilizing A Tower Construction Of A Wind Turbine
US20210047797A1 (en) * 2019-08-12 2021-02-18 General Electric Renovables España, S.L. Methods for retrofitting a wind turbine foundation and wind turbine foundations
WO2023006955A1 (fr) * 2021-07-30 2023-02-02 Lak Mohammad Amin Fondation basée sur la gravité

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN121556443A (zh) * 2026-01-23 2026-02-24 陕西安建投资建设有限公司 一种大直径深孔嵌岩桩

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