阅读说明：本技术 一种海上风电筒型基础顶部旋进式注浆防冲刷装置及方法 (Top precession type grouting anti-scouring device and method for offshore wind power barrel type foundation ) 是由 蔡正银 朱洵 关云飞 黄英豪 韩迅 张晨 王羿 范开放 简富献 厉立兵 刘锐明 于 2021-10-11 设计创作，主要内容包括：本发明涉及海上风电技术领域,特别是涉及一种海上风电筒型基础顶部旋进式注浆防冲刷装置及方法,包括混凝土底板,混凝土底板底部与海床地基相接触,混凝土底板底部固接有若干基础筒体,基础筒体深入海床地基内部,混凝土底板顶面固接有单柱,单柱两侧壁固接有升降滑轨,升降滑轨滑动连接有升降式注浆系统,升降式注浆系统底部铰接有若干旋进式注浆管的一端,旋进式注浆管另一端套接有滑动式限位系统,滑动式限位系统底部与混凝土底板边部滑动连接。本发明可深入海床地基内部进行注浆达到强有力的加固效果,增加了临近冲刷影响范围内地基土的防冲刷效果。(The invention relates to the technical field of offshore wind power, in particular to a top precession type grouting anti-scouring device and a top precession type grouting anti-scouring method for an offshore wind power barrel type foundation. The invention can deeply enter the seabed foundation for grouting to achieve a powerful reinforcing effect and increase the anti-scour effect of the foundation soil within the near-scour influence range.)

1. A top precession type grouting anti-scouring device of an offshore wind power barrel type foundation comprises a concrete bottom plate (2), the bottom of the concrete bottom plate (2) is contacted with the seabed foundation, a plurality of foundation cylinders (3) are fixedly connected with the bottom of the concrete bottom plate (2), the foundation cylinder (3) extends into the seabed foundation, the top surface of the concrete bottom plate (2) is fixedly connected with a single column (1), two side walls of the single column (1) are fixedly connected with lifting slide rails (4), the lifting slide rails (4) are connected with a lifting grouting system (5) in a sliding manner, the bottom of the lifting type grouting system (5) is hinged with one end of a plurality of precession type grouting pipes (6), the other end of the precession type grouting pipe (6) is sleeved with a sliding type limiting system (7), the bottom of the sliding limiting system (7) is in sliding connection with the edge of the concrete bottom plate (2).

2. The top precession type grouting anti-scouring device for the offshore wind power barrel type foundation according to claim 1, which is characterized in that: over-and-under type slip casting system (5) include a plurality of drive rolls (502), drive rolls (502) limit portion with lift slide rail (4) contact sets up, drive rolls (502) are by form motor (501) power that provides, form motor (501) outer wall rigid coupling has transmission guard box (503), transmission guard box (503) outer wall rigid coupling has slip casting system guard box (504), thick liquid filling opening (505) have been seted up at slip casting system guard box (504) top, slip casting system guard box (504) bottom is rotated and is connected with carousel (506), precession formula slip casting pipe (6) top with carousel (506) are articulated, precession formula slip casting pipe (6) pass carousel (506) with the inside intercommunication of slip casting system guard box (504).

3. The top precession type grouting anti-scouring device for the offshore wind power barrel type foundation according to claim 2, which is characterized in that: the screw-in grouting pipe (6) comprises a connector (601), the edge part of the connector (601) is hinged with the rotary disc (506), one end of the connector (601) is communicated with the interior of the grouting system protective box (504), the other end of the connector (601) is fixedly connected with a plurality of telescopic outer pipes (602) which are mutually sleeved, the inner wall of the telescopic outer pipe (602) is provided with embedded sliding grooves (606) which are symmetrically arranged, two side walls of the embedded sliding groove (606) are rotatably connected with a plurality of sliding rollers (607), the outer walls of two adjacent telescopic outer pipes (602) are connected with the sliding rollers (607) in a sliding way, a rubber protective sleeve (603) is fixedly connected at the joint of the telescopic outer pipe (602), the middle part of the telescopic outer pipe (602) is fixedly connected with a drilling assembly, and the outer wall of the telescopic outer pipe (602) is sleeved with the sliding type limiting system (7).

4. The top precession type grouting anti-scouring device for the offshore wind power barrel type foundation according to claim 3, which is characterized in that: the drilling assembly comprises a plurality of precession type drill rods (604) which are sequentially connected end to end, the outer walls of the precession type drill rods (604) are fixedly connected with the telescopic outer pipe (602), the precession type drill rods (604) are detachably connected through drill rod extension connectors (608), the end portions of the precession type drill rods (604) of the connectors (601) are fixedly connected with precession type drill bits (609), the precession type drill rods (604) are of hollow structures, the precession type drill rods (604) are fixedly connected with grouting pipes (605) in the central axis of the precession type drill bits (609), one ends of the grouting pipes (605) are communicated with the connectors (601), and the other ends of the grouting pipes (605) are communicated with the precession type drill bits (609).

5. The top precession type grouting anti-scouring device for the offshore wind power barrel type foundation according to claim 3, which is characterized in that: the sliding type limiting system (7) comprises a limiting ring (703), the inner wall of the limiting ring (703) is sleeved with the telescopic outer pipe (602), the bottom of the limiting ring (703) is rotatably connected with a sliding block (702), the edge of the concrete bottom plate (2) is fixedly connected with a sliding rail (8), the inner wall of the sliding block (702) is slidably connected with the outer wall of the sliding rail (8), a plurality of outer limiting holes (704) are formed in the edge of the sliding block (702), a plurality of inner limiting holes (705) are formed in the outer wall of the sliding rail (8), the outer limiting holes (704) correspond to the inner limiting holes (705) in position, and limiting rods (706) are jointly inserted into the outer limiting holes (704) and the inner limiting holes (705).

6. A top precession type grouting anti-scouring method of an offshore wind power cylindrical foundation is applied to the top precession type grouting anti-scouring device of the offshore wind power cylindrical foundation, which is disclosed by any one of claims 1 to 5, and is characterized in that: the method comprises the following steps:

the method comprises the following steps: determining basic information of a region to be reinforced around the barrel-shaped foundation;

step two: discretizing the basic information to obtain discrete parameters;

step three: and calculating the grouting parameters from the discrete parameters.

7. The offshore wind turbine type foundation top precession type grouting anti-scouring method according to claim 6, characterized in that: the basic information in the step one comprises a target grouting width S₀Target grouting depth H₀And grouting pressure; grouting width S to target in step two₀And target grouting depth H₀And carrying out discretization processing.

8. The top precession type grouting anti-scouring method for the offshore wind power barrel-shaped foundation according to claim 7, characterized in that: in the second step, discrete parameters comprise m and n, and the grouting depth H of the target to be reinforced₀The dispersion is n equal heights (H₀N) infinitesimal elements, wherein the corresponding node can be regarded as a grouting completion depth node, n nodes are counted, and the grouting pipe mud-entering position corresponding to the grouting completion depth node is calculated; grouting the target to be reinforced with a width S₀The discrete number is m equal angle (the angle is 360 degrees/m) infinitesimal, and the corresponding node can be regarded as a grouting completion width node, and the total number is m; and in the third step, calculating the grouting parameters according to m and n.

9. The top precession type grouting anti-scouring method for the offshore wind power barrel-shaped foundation according to claim 8, characterized in that: in the third step, the distance that the lifting type grouting system (5) is lifted upwards from the concrete bottom plate (2) can be determined by m and n in turn

(wherein D is the radius of the concrete bottom plate (2), T₀The thickness of the concrete floor (2), the lifting grouting system (5) rises to one height Z every time_iThe corresponding grouting times are m, and the lifting type grouting system (5) needs to be lifted n times of height in an accumulated way, and the grouting needs to be performed m times of n times in total.

Technical Field

The invention relates to the technical field of offshore wind power, in particular to a top precession type grouting anti-scouring device and method for an offshore wind power cylindrical foundation.

Background

In recent years, offshore wind power is developed on a large scale in China, offshore wind power generation technology becomes a hotspot of research and application in recent years, and by 2020, the additional installed capacity of offshore wind power in China is over 3GW, which accounts for 50.45% of the new installed equipment in the world. The common offshore wind power generation foundation structure forms at home and abroad mainly comprise: single pile foundations, jacket foundations, high pile cap foundations, tubular foundations, and the like. The cylindrical foundation is used as a novel wide and shallow offshore wind power foundation structure type, has strong anti-overturning capability, is suitable for soft foundations, and is successfully applied to wind power development of Jiangsu coastal areas. Compared with the traditional pile foundation and other deep foundation offshore wind power structure types, the influence of scouring damage of the foundation around the cylindrical foundation on the safety of a fan structure system is more obvious. The offshore wind power cylindrical foundation is in a marine environment for a long time and bears the combined action of complex wave current to cause the scouring of the bed surface around the foundation, and the local scouring of the foundation reduces the soil penetration depth of the foundation, thereby not only reducing the bearing capacity of the foundation, but also changing the natural vibration frequency of the integral structure and causing serious influence on the stability and the dynamic response of the integral structure of the offshore wind power cylindrical foundation.

At present, passive covering measures such as stone throwing, membrane bag sand bottom protection, tetrahedron permeable frame group addition and the like are mostly adopted for seabed foundation scour protection to improve the scour resistance of seabed foundations, but the construction cost of the engineering measures is high, only the seabed foundation soil body on the surface layer can be protected, once the covering body is damaged, the deep foundation soil body is seriously scoured and damaged, and the subsequent maintenance cost is huge. Grouting is used as a mature foundation reinforcing measure, and the grouting mainly achieves the purpose of reinforcing by transmitting the grout with the gelling effect to a specified part through a grouting pipe. At present, relatively few patents such as CN108589798B and the like exist for applying grouting reinforcement to offshore wind power foundation scour prevention, but the application range of the patents is limited to single piles, and the grouting reinforcement range is surface foundation soil and does not relate to reinforcement and protection of deep soil; for patents CN112663616A and CN107882058B, the above patents mainly aim at grouting and reinforcing the narrow area of the contact surface between the offshore wind power foundation and the seabed foundation soil, and the anti-scouring effect of the foundation soil within the close scouring influence range of the foundation is not good. Therefore, there is a need for a top precession type grouting anti-scouring device and method for an offshore wind power barrel type foundation.

Disclosure of Invention

The invention aims to provide a top precession type grouting anti-scouring device and method for an offshore wind power cylindrical foundation, which are used for solving the problems.

In order to achieve the purpose, the invention provides the following scheme: the utility model provides a marine wind power cylinder type basis top precession formula slip casting anti-scouring device, includes concrete bottom plate, concrete bottom plate bottom contacts with the seabed ground, concrete bottom plate bottom rigid coupling has a plurality of basic barrels, inside the basic barrel gos deep into the seabed ground, concrete bottom plate top surface rigid coupling has the single-column, single-column both sides wall rigid coupling has the lift slide rail, lift slide rail sliding connection has over-and-under type slip casting system, over-and-under type slip casting system bottom articulates there is the one end of a plurality of precession formula slip casting pipes, the precession formula slip casting pipe other end has cup jointed slidingtype limit system, slidingtype limit system bottom with concrete bottom plate limit portion sliding connection.

Preferably, over-and-under type slip casting system includes a plurality of drive rolls, drive roll limit portion with the setting of lift slide rail contact, drive roll is by can form the motor provides power, can form motor outer wall rigid coupling has the transmission guard box, transmission guard box outer wall rigid coupling has the slip casting system guard box, the thick liquid filling opening has been seted up at slip casting system guard box top, slip casting system guard box bottom rotates and is connected with the carousel, precession formula slip casting pipe top with the carousel is articulated, precession formula slip casting pipe passes the carousel with the inside intercommunication of slip casting system guard box.

Preferably, precession formula slip casting pipe includes the connector, connector limit portion with the carousel is articulated, connector one end with the inside intercommunication of slip casting system protecting box, connector other end rigid coupling has a plurality of telescopic outer tubes that cup joint mutually, the embedded sliding tray that the symmetry set up is seted up to telescopic outer tube inner wall, embedded sliding tray both sides wall rotates and is connected with a plurality of slip rolls, the outer wall and the slip roll sliding connection of two adjacent telescopic outer tubes, telescopic outer tube junction rigid coupling has the rubber protection cover, telescopic outer tube middle part rigid coupling has drilling assembly, telescopic outer tube outer wall with slidingtype spacing system cup joints.

Preferably, the drilling subassembly includes the precession formula drilling rod that a plurality of heads and tails connected gradually, precession formula drilling rod outer wall with telescopic outer tube rigid coupling, adjacent two the connection can be dismantled by drilling rod extension connector to the precession formula drilling rod tip rigid coupling of connector has the precession formula drill bit, the precession formula drilling rod is hollow structure, the precession formula drilling rod with precession formula drill bit axis department rigid coupling has the slip casting pipe, slip casting pipe one end with the connector intercommunication, the slip casting pipe other end with precession formula drill bit intercommunication.

Preferably, the sliding limiting system comprises a limiting ring, the inner wall of the limiting ring is sleeved with the telescopic outer pipe, the bottom of the limiting ring is rotatably connected with a sliding block, a sliding rail is fixedly connected to the edge portion of the concrete bottom plate, the inner wall of the sliding block is slidably connected with the outer wall of the sliding rail, a plurality of outer limiting holes are formed in the edge portion of the sliding block, a plurality of inner limiting holes are formed in the outer wall of the sliding rail, the outer limiting holes correspond to the inner limiting holes in position, and limiting rods are jointly inserted into the outer limiting holes and the inner limiting holes.

A top precession type grouting anti-scouring method of a marine wind power cylindrical foundation is applied to a top precession type grouting anti-scouring device of the marine wind power cylindrical foundation and comprises the following steps:

the method comprises the following steps: determining basic information of a region to be reinforced around the barrel-shaped foundation;

step two: discretizing the basic information to obtain discrete parameters;

step three: and calculating the grouting parameters from the discrete parameters.

Preferably, the basic information in the step one includes a target grouting width S₀Target grouting depth H₀And grouting pressure; grouting width S to target in step two₀And target grouting depth H₀And carrying out discretization processing.

Preferably, the discrete parameters in the second step include m and n, and the grouting depth H of the target to be reinforced₀The dispersion is n equal heights (H₀N) infinitesimal, pairThe corresponding node can be regarded as a grouting completion depth node, n nodes are counted, and the grouting completion depth node corresponding to the mud inlet position of the grouting pipe is calculated; grouting the target to be reinforced with a width S₀The discrete number is m equal angle (the angle is 360 degrees/m) infinitesimal, and the corresponding node can be regarded as a grouting completion width node, and the total number is m; and in the third step, calculating the grouting parameters according to m and n.

Preferably, m and n in the third step determine that the lifting type grouting system is lifted upwards from the concrete bottom plate by the distance of

(wherein D is the radius of the concrete floor, T₀Is the thickness of the concrete bottom plate), the lifting grouting system rises to one height Z every time_iThe corresponding grouting times are m, and the lifting type grouting system needs to be lifted n heights in an accumulated mode, and the grouting needs to be performed m times by n times in the total.

The invention has the following technical effects: the concrete bottom plate is in contact with the seabed foundation, the concrete bottom plate has a larger contact area with the seabed foundation and is used for bearing the pressure of the whole offshore wind power generation system, the foundation cylinder below the concrete bottom plate extends into the seabed foundation to reinforce the concrete bottom plate, the single column above the concrete bottom plate is used for installing the offshore wind power generation system and the lifting type grouting system, the lifting type grouting system can slide up and down along the single column to drive the top of the precession type grouting pipe to move and provide mortar for the precession type grouting pipe, the precession type grouting pipe can perform grouting on the surface foundation and can also extend into the seabed foundation to perform grouting to achieve a powerful reinforcing effect, and the anti-scouring effect of the foundation in the near scouring influence range is increased; the sliding type limiting system can drive the bottom of the precession type grouting pipe to rotate around the single column, so that the precession type grouting pipe performs grouting operation on the periphery of the concrete bottom plate.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without inventive exercise.

FIG. 1 is a schematic structural view of the present invention;

FIG. 2 is a schematic structural view of a concrete floor and a sliding type position limiting system;

FIG. 3 is a schematic view of a precession grouting tube configuration;

FIG. 4 is a cross-sectional view of a precession grouting tube;

FIG. 3 is a schematic view of a precession grouting tube configuration;

FIG. 4 is a schematic cross-sectional view of a screw-in type grouting pipe;

FIG. 5 is a schematic view of a telescopic outer tube;

FIG. 6 is a schematic view of a drill assembly;

FIG. 7 is a schematic structural diagram of an elevating grouting system;

FIG. 8 is a schematic view of the working state of the present invention;

FIG. 9 is a schematic view of the iso-depthwise discretization of the present invention;

FIG. 10 is a schematic view of the constant width direction dispersion of the present invention;

FIG. 11 is a schematic view of the connection between the connector and the turntable according to the present invention;

FIG. 12 is a schematic view showing the dispersion in the uniform width direction in example 2 of the present invention;

wherein, 1, single column; 2. a concrete floor; 3. a base cylinder; 4. lifting the slide rail; 5. a lift grouting system; 6. a screw-in grouting pipe; 7. a sliding type limiting system; 8. a slide rail; 702. a slider; 703. a limiting ring; 704. an outer limiting hole; 705. an inner limiting hole; 706. a limiting rod; 601. a connector; 602. a telescoping outer tube; 603. a rubber protective sleeve; 604. a precession drill rod; 605. a grouting pipe; 606. an embedded sliding groove; 607. a sliding roller; 608. a drill rod extension connector; 609. a precession drill bit; 501. a programmable motor; 502. a transmission roller; 503. a transmission protection box; 504. a grouting system protection box; 505. a slurry injection port; 506. a turntable.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the 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.

In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.

Example 1

Referring to fig. 1-11, this embodiment provides a top precession type slip casting anti-scouring device of offshore wind power barrel type foundation, including concrete bottom plate 2, concrete bottom plate 2 bottom contacts with the seabed ground, concrete bottom plate 2 bottom rigid coupling has a plurality of basic barrels 3, basic barrel 3 gos deep into inside the seabed ground, concrete bottom plate 2 top surface rigid coupling has single-prop 1, single-prop 1 both sides wall rigid coupling has lift slide rail 4, lift slide rail 4 sliding connection has over-and-under type slip casting system 5, 5 bottom hinges the one end that has a plurality of precession type slip casting pipes 6 of over-and-under type slip casting system, the limit system 7 of slidingtype has been cup jointed to the other end of precession type slip casting pipe 6, limit system 7 bottom of slidingtype and 2 limit part sliding connection of concrete bottom plate.

The concrete bottom plate 2 is in contact with a seabed foundation, the concrete bottom plate 2 has a large contact area with the seabed foundation and is used for bearing the pressure of the whole offshore wind power generation system, the foundation cylinder 3 below the concrete bottom plate 2 extends into the seabed foundation to reinforce the concrete bottom plate 2, the single column 1 above the concrete bottom plate 2 is used for installing the offshore wind power generation system and the lifting type grouting system 5, the lifting type grouting system 5 can slide up and down along the single column 1 to drive the top of the screw-in type grouting pipe 6 to move and provide mortar for the screw-in type grouting pipe 6, the screw-in type grouting pipe 6 can perform grouting on a surface foundation and can also extend into the seabed foundation to perform grouting to achieve a strong reinforcing effect, and the anti-scouring effect of the foundation soil in a near scouring influence range is increased; the sliding type limiting system 7 can drive the bottom of the precession type grouting pipe 6 to rotate around the single column 1, so that the precession type grouting pipe 6 performs grouting operation on the periphery of the concrete bottom plate 2.

Further optimizing the scheme, over-and-under type slip casting system 5 includes a plurality of drive rolls 502, drive roll 502 limit portion and lift slide rail 4 contact setting, drive roll 502 is by programmable motor 501 power, programmable motor 501 outer wall rigid coupling has transmission protection box 503, transmission protection box 503 outer wall rigid coupling has slip casting system protection box 504, slip casting system protection box 504 top has seted up thick liquid filling opening 505, slip casting system protection box 504 bottom rotates and is connected with carousel 506, the top of precession type slip casting pipe 6 is articulated with carousel 506, precession type slip casting pipe 6 passes carousel 506 and the inside intercommunication of slip casting system protection box 504.

The transmission roller 502 of the lifting grouting system 5 is matched with the lifting slide rail 4, and the programmable motor 501 provides power to make the lifting grouting system 5 slide up and down along the single column 1, the mortar is injected into the grouting system protection box 504 through the grout injection port 505, since the screw-in grouting pipe 6 passes through the rotary table 506 to be communicated with the inside of the grouting system protection box 504, mortar can flow into the screw-in grouting pipe 6, the rotary table 506 is hinged with the screw-in grouting pipe 6, the edge of the turntable 506 is in transmission connection with a speed reducing motor (not shown in the figure) so as to adapt to the change of the angle of the precession type grouting pipe 6 in the descending process, the speed reducing motor controls the rotation of the turntable 506, the turntable 506 drives the precession type grouting pipe 6 to rotate, the precession type grouting pipe 6 makes translation around the single column 1, the rotation rates of the top and the bottom of the precession type grouting pipe 6 are the same, and the precession type grouting pipe 6 performs grouting at different positions on the periphery of the concrete bottom plate 2.

Further optimization scheme, precession formula slip casting pipe 6 includes connector 601, connector 601 limit portion is articulated with carousel 506, connector 601 one end and the inside intercommunication of slip casting system protecting box 504, connector 601 other end rigid coupling has a plurality of telescopic outer tubes 602 that cup joint each other, the embedded sliding tray 606 that the symmetry set up is seted up to telescopic outer tube 602 inner wall, embedded sliding tray 606 both sides wall rotates and is connected with a plurality of sliding roller 607, the outer wall and the sliding roller 607 sliding connection of two adjacent telescopic outer tubes 602, telescopic outer tube 602 junction rigid coupling has rubber protective sheath 603, telescopic outer tube 602 middle part rigid coupling has the drilling subassembly, telescopic outer tube 602 outer wall cup joints with slidingtype spacing system 7.

The connector 601 is used for connecting the grouting system protection box 504 and the telescopic outer pipe 602, the connector 601 can rotate relative to the rotary table 506 to adapt to the change of the angle when the precession type grouting pipe 6 moves downwards, the plurality of telescopic outer pipes 602 form a telescopic structure for penetrating into the seabed foundation, the rubber protection sleeve 603 prevents seawater from entering the inside of the telescopic outer pipe 602, and the drilling assembly inside the telescopic outer pipe 602 is used for drilling and injecting mortar.

According to a further optimization scheme, the drilling assembly comprises a plurality of precession type drill rods 604 which are sequentially connected end to end, the outer walls of the precession type drill rods 604 are fixedly connected with the telescopic outer pipe 602, two adjacent precession type drill rods 604 are detachably connected through a drill rod extension connector 608, a precession type drill bit 609 is fixedly connected to the end portion, far away from the connector 601, of the precession type drill rod 604, the precession type drill rods 604 are of a hollow structure, a grouting pipe 605 is fixedly connected to the central axis of each of the precession type drill rods 604 and the corresponding precession type drill bit 609, one end of each grouting pipe 605 is communicated with the connector 601, and the other end of each grouting pipe 605 is communicated with the corresponding precession type drill bit 609. The mortar flows out from a grouting pipe 605 at the center of the precession type drill rod 604 and the precession type drill bit 609, the precession type drill rod 604 is continuously connected into the telescopic outer pipe 602 in the process of extending the telescopic outer pipe 602, and the two precession type drill rods 604 are connected with each other by a drill rod extending connector 608.

Further optimizing the scheme, the sliding type limiting system 7 includes a limiting ring 703, the inner wall of the limiting ring 703 is sleeved with the telescopic outer pipe 602, the bottom of the limiting ring 703 is rotatably connected with a sliding block 702, the edge portion of the concrete bottom plate 2 is fixedly connected with a sliding rail 8, the inner wall of the sliding block 702 is slidably connected with the outer wall of the sliding rail 8, the edge portion of the sliding block 702 is provided with a plurality of outer limiting holes 704, the outer wall of the sliding rail 8 is provided with a plurality of inner limiting holes 705, the outer limiting holes 704 correspond to the inner limiting holes 705 in the corresponding positions, and the outer limiting holes 704 and the inner limiting holes 705 are jointly inserted with limiting rods 706. The telescopic outer tube 602 passes through the spacing ring 703, when the precession type slip casting pipe 6 extends, the outer wall of the telescopic outer tube 602 slides along the spacing ring 703, and the slider 702 can drive the spacing ring 703 to slide along the slide rail 8, so that the precession type slip casting pipe 6 completes the slip casting operation in different directions, when the precession type slip casting pipe 6 reaches the appointed slip casting position, the limiting rod 706 is inserted into the outer spacing hole 704 and the inner spacing hole 705, so that the slider 702 is locked, and the stability of the precession type slip casting pipe 6 during the slip casting operation is facilitated.

A top precession type grouting anti-scouring method of a marine wind power cylindrical foundation is applied to a top precession type grouting anti-scouring device of the marine wind power cylindrical foundation and comprises the following steps:

the method comprises the following steps: determining basic information of a region to be reinforced around the barrel-shaped foundation;

step two: discretizing the basic information to obtain discrete parameters;

step three: and calculating the grouting parameters from the discrete parameters.

In a further optimization scheme, basic information in the step one comprises target grouting width S₀Target grouting depth H₀And grouting pressure; grouting width S to target in step two₀And target grouting depth H₀And carrying out discretization processing.

Further optimizing the scheme, wherein the discrete parameters in the step two comprise m and n, and the grouting depth H of the target to be reinforced₀The dispersion is n equal heights (H₀N) infinitesimal elements, wherein the corresponding node can be regarded as a grouting completion depth node, n nodes are counted, and the grouting pipe mud-entering position corresponding to the grouting completion depth node is calculated; grouting the target to be reinforced with a width S₀The discrete number is m equal angle (the angle is 360 degrees/m) infinitesimal, and the corresponding node can be regarded as a grouting completion width node, and the total number is m; and in the third step, calculating the grouting parameters according to m and n.

According to a further optimization scheme, m and n in the third step can determine that the lifting type grouting system 5 is lifted upwards from the concrete bottom plate 2 by the distances

Wherein D is the radius of the concrete bottom plate 2, T₀The thickness of the concrete bottom plate 2 is increased or decreasedEvery time the grouting system 5 rises to a height Z_iThe corresponding grouting times are m, and the lifting grouting system 5 needs to be lifted n heights in an accumulated way, and the grouting needs to be performed m times by n times in total.

The working process of the embodiment is as follows: determining grouting points and grouting paths through the method, starting from the lower part of a single column 1 in the grouting process, controlling the rotation of a transmission roller 502 by a programmable motor 501, enabling the transmission roller 502 to move upwards along a lifting slide rail 4, enabling the transmission roller 502 to drive an integral lifting grouting system 5 to move upwards, enabling the lifting grouting system 5 to drive a precession type grouting pipe 6 to move upwards, gradually increasing the included angle between the precession type grouting pipe 6 and a concrete bottom plate 2, inserting a limiting rod 706 into an outer limiting hole 704 and an inner limiting hole 705 before grouting, locking the position of the precession type grouting pipe 6, extending the precession type grouting pipe 6, enabling the precession type drilling rod 604 to go deep into the seabed, enabling mortar to flow out from a grouting system protective box 504 through a grouting pipe, performing grouting operation, and enabling the grouting system to rise to the height to be performed to the Z height after grouting reinforcement of foundation soil on the ith layer in the depth direction is completed_i+1Height until the grouting depth reaches the reinforcement target depth H₀And then the grouting reinforcement process is completed. Then the lifting grouting system 5 is lowered to the bottom of the single column 1, the grout injection port is automatically closed, and the grouting pipe 605 is stretched to the initial state. It should be noted that, if the foundation soil in the reinforced area is found to be loosened, the lifting grouting system 5 can be started again to complete the secondary grouting reinforcement of the foundation soil around the foundation.

After the lifting grouting system 5 rises to a specified height, the telescopic outer pipe 602 gradually extends to the seabed along with the forward tunneling of the precession type drill rod 604, after the precession type drill rod 604 reaches a preset position, grout starts to be injected into foundation soil through the grouting pipe 6 which is hollow inside the precession type drill rod, then the precession type drill rod 604 and the telescopic outer pipe 602 start to be shortened backwards, along with the continuous injection of the grout, the grout injection is stopped after the precession type drill rod 604 is separated from the foundation soil, meanwhile, the sliding block 702 at the lower part of the limiting ring 703 is moved to a next specified point, and then the next grouting is started.

Example 2

Referring to fig. 12, the present embodiment is different from embodiment 1 only in the point of groutingOptimizing the position to ensure that the target to be reinforced has the grouting width S₀The dispersion is m/2 equiangular (the angle is 180 degrees/m) infinitesimal, the adjacent lifting distance is staggered by 180 degrees/m to carry out horizontal point position calculation, and (m/2) multiplied by n times of grouting is needed in total after optimization.

In the actual operation process, considering various reasons such as grouting cost, field operation time window, field sea condition and the like, the grouting points in the first step to the third step are too many, so that optimization is needed to improve the work efficiency, shorten the construction time, accelerate the construction progress and increase the target grouting width S to be reinforced₀The discrete micro-element number can be optimized according to actual conditions.

In the description of the present invention, it is to be understood that the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on those shown in the drawings, are merely for convenience of description of the present invention, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and thus, are not to be construed as limiting the present invention.

The above-described embodiments are merely illustrative of the preferred embodiments of the present invention, and do not limit the scope of the present invention, and various modifications and improvements of the technical solutions of the present invention can be made by those skilled in the art without departing from the spirit of the present invention, and the technical solutions of the present invention are within the scope of the present invention defined by the claims.