A spiral pile type conductor frame device for offshore booster station and construction method thereof

Abstract

The present invention discloses a spiral pile type conductor frame device for an offshore booster station and a construction method thereof, the device comprising a conductor frame unit, a spiral pile unit and an intermediate connection pile shoe unit; the conductor frame unit comprises a vertical chord and an inclined chord; the spiral pile unit comprises a straight portion at the top and a spiral portion at the bottom, the spiral pile unit is detachably fixedly arranged at the end of the intermediate connection pile shoe unit; the intermediate connection pile shoe unit comprises a plurality of groups of pile shoe clamps and hoop structures arranged horizontally at intervals and hingedly connected. The conductor frame device of the present invention can facilitate the connection and installation of the conductor frame unit and the spiral pile unit by setting the intermediate connection pile shoe unit, and in addition, the spiral pile is used to replace the existing pile legs, and then by abutting the lower end of the inclined chord against the seabed, the bottom surface of the pile shoe clamp located at the bottom abuts against the seabed surface, which plays the role of an anti-sinking plate and improves the bearing capacity of the entire conductor frame device.

Description

Technical Field

[0001] The invention relates to an offshore booster station structure, and in particular to a spiral pile type conductor frame device for an offshore booster station and a construction method thereof. Background Art

[0002] At present, the domestic offshore booster station symbolizes the power industry's move from land to sea. It is the product of the combination of fixed oil platforms and onshore substations. The overall structure adopts a fixed platform, which is divided into several rooms by steel plates and thermal insulation measures. Ventilation and air conditioning are used to maintain the humidity, temperature, salt spray and other environmental parameters in each room to meet the long-term and stable operation of electrical equipment, and continuous monitoring is carried out through a relay protection system. The offshore booster station is the heart of an offshore wind farm. Although it accounts for a small proportion of the total investment, it occupies a very important position.

[0003] Most of the existing fixed offshore booster station structures are based on the offshore platform structure. At present, the offshore booster station foundations that have been put into use at home and abroad include single pile foundation, gravity foundation, four-pile jacket foundation and high-pile cap foundation. However, most of the newly designed offshore booster station foundations adopt four-pile jacket foundations, but this foundation requires offshore piling construction, which has complex construction technology and high construction equipment costs. Due to the harsh marine environment and the short offshore construction window, the construction period is long and the construction cost is high. As domestic offshore wind power gradually develops to the deep sea, the capacity of wind farms is gradually increasing, and the stress conditions of offshore booster station foundations are more complicated. Therefore, the bearing performance requirements for pile foundation structures are more stringent. In order to increase the ability of piles to withstand horizontal, vertical, bending moment and anti-overturning loads, it is usually necessary to increase the diameter and length of the piles, which will undoubtedly increase the cost of the single pile foundation itself and the cost of piling, and at the same time bring certain difficulties to the installation process, resulting in an extension of the construction period; and due to the use of fixed connection, it is not convenient for later recovery.

[0004] Therefore, it is urgent to propose a new solution to solve the above problems. Summary of the invention

[0005] The present invention provides a spiral pile jacket device for an offshore booster station and a construction method thereof, so as to solve the problem that the diameter and length of the piles in the existing four-pile jacket structure foundation need to be increased, resulting in a high cost of the final single pile foundation itself, and the installation process is complicated, resulting in a long construction period and inconvenience for later recovery.

[0006] The present invention provides a spiral pile type jacket device for an offshore booster station, comprising a jacket unit, a spiral pile unit and an intermediate connection pile shoe unit;

[0007] The jacket unit comprises a vertical chord at the top and an inclined chord at the bottom, the upper end of the vertical chord is detachably plugged with a lower pile leg of the booster station, and the lower end of the inclined chord abuts against the seabed;

[0008] The screw pile unit comprises a straight portion at the upper part and a spiral portion at the lower part, the lower end of the spiral portion is inserted into the bearing layer inside the seabed, and the screw pile unit is detachably fixedly arranged at the end of the middle connecting pile shoe unit;

[0009] The intermediate connecting pile shoe unit includes a plurality of groups of pile shoe clamps and hoop structures arranged horizontally at intervals and hingedly connected, and a sleeve assembly for guiding the installation of the spiral pile unit, wherein the bottom surface of the pile shoe clamp located at the bottom abuts against the seabed surface, and one end of the pile shoe clamp is provided with a first opening portion for fixedly connecting the inclined chord, the lower end of the sleeve assembly is inserted into the seabed mud surface, and the hoop structure is used to separate or combine the intermediate connecting pile shoe unit and the spiral pile unit.

[0010] Furthermore, the spiral part includes a plurality of spiral drill rods, a soil breaking drill bit and a docking flange, wherein the docking flange is used to connect two upper and lower spiral drill rods, and spiral pile blades are fixedly provided on the outer side of the spiral drill rod.

[0011] Furthermore, the auger rod is a hollow structure, and a grouting pipe connected to the piling equipment on the piling ship is vertically opened inside the auger rod, a first remote manual valve is opened at the upper end of the grouting pipe, and a plurality of slurry outlets are arranged at intervals along the vertical direction of the grouting pipe, through which concrete is sprayed onto the surface of the spiral pile blades, and the area around the spiral pile blades is covered with concrete, thereby reinforcing the grouting of the bearing layer.

[0012] Furthermore, the auger rod is a hollow structure, the inner diameter of the sleeve assembly is not less than the outer diameter of the auger rod, a high-pressure water supply pipeline connected to the pile-driving ship is vertically opened inside the auger rod, a second remote manual valve is opened on the high-pressure water supply pipeline, and a plurality of water outlet nozzles are opened at the bottom of the high-pressure water supply pipeline corresponding to the earth-breaking drill bit.

[0013] Furthermore, the docking flange is in an annular shape as a whole, and includes a first flange portion and a second flange portion that are matched with each other in upper and lower concave and convex shapes, and the first flange portion and the second flange portion are connected by a plurality of bolt fasteners.

[0014] Furthermore, the clamp structure includes an arc-shaped fixed hoop portion, an arc-shaped rotating hoop portion and a first rotating shaft, the fixed hoop portion is used to abut against the fixed sleeve assembly, the fixed hoop portion and the rotating hoop portion are hingedly connected via the first rotating shaft, a first hollow connecting column is fixedly provided at the end of the fixed hoop portion, and a second hollow connecting column is fixedly provided at the end of the rotating hoop portion, in a combined state, an oblong threaded hole for inserting a screw is formed at the center of the first hollow connecting column and the second hollow connecting column, and the combination of the intermediate connecting pile shoe unit and the spiral pile unit is realized through the screw.

[0015] Furthermore, the central angle corresponding to the fixed hoop portion is not less than 180°.

[0016] Furthermore, the catheter frame unit also includes a plurality of diagonal braces and horizontal braces fixedly connected to each other, and the vertical chords and inclined chords are fixedly strengthened by the diagonal braces and horizontal braces.

[0017] The present invention also provides a construction method of a spiral pile type jacket device for an offshore booster station, comprising the following steps:

[0018] Complete the prefabrication and coating anti-corrosion treatment of the jacket unit, screw pile unit and intermediate connection pile shoe unit on land;

[0019] The jacket unit and the intermediate connecting pile shoe unit are fixedly assembled together, and then the screw pile unit is placed together on a transport ship and transported to the vicinity of the offshore booster station;

[0020] The main hook of the crane vessel is made to reach the top of the jacket, and then the lifting operation is performed to lower the jacket unit to the seabed. At this time, the jacket unit is placed on the seabed mud surface, the pile shoe clamping plate located at the bottom is abutted against the seabed surface, and the sleeve assembly is vertically abutted against the inner surface of the fixed hoop part and inserted into the seabed mud;

[0021] The pile driver head is aligned with the sleeve assembly by a hydraulic screw pile driving ship, and multiple screw drill rods are sequentially inserted through the sleeve assembly into the mud surface. After the screw pile unit is inserted into the soil layer, it rotates under the interaction between the screw pile blades and the soil, and gradually penetrates into the seabed soil layer by the torsion of the screw pile blades;

[0022] When the top of the upper spiral drill rod is close to the water surface, use the crane of the crane ship to lift the next spiral drill rod for pile connection operation, and pass multiple fastening bolts through the bolt fastening holes to fix the upper and lower spiral drill rods through the docking flange for installation. Repeat the above operation until the entire spiral pile unit is installed in place;

[0023] By rotating the rotating hoop part, an oblong threaded hole aligned vertically is formed at the junction of the first hollow connecting column and the second hollow connecting column, and a screw rod is inserted into the oblong threaded hole, and a plurality of nuts and the screw rod are used to cooperate to complete the connection and fixing work of the screw pile unit and the intermediate connecting pile shoe unit;

[0024] Then, concrete slurry is poured into the gap between the sleeve assembly and the auger rod through the grouting pipeline to complete the fixation of the sleeve assembly.

[0025] Furthermore, the step of sequentially inserting a plurality of spiral drill rods through the sleeve assembly into the mud surface comprises:

[0026] If the bearing layer of pile driving geology has dense sand or strongly weathered rock, a high-pressure water pipeline can be installed in advance inside the spiral drill rod. Then, according to the geological structure of the construction obstacle surveyed, when the pile driving reaches the hard soil layer, the water outlet nozzle controlled by the second remote manual valve can be opened, and the high-pressure water pump on the pile driving ship can be used to send high-pressure water to the high-pressure water pipeline in the spiral drill rod. The high-pressure water is sprayed from the water outlet nozzle to perform high-pressure spraying on the dense sand layer or strongly weathered rock layer at and below the earth-breaking drill bit, so that the boulders and other fine filling materials in the sand or stone layer float up through the impact of high-pressure water. After the soil layer is disturbed by the water spraying to produce gaps, the floating boulders and sand are dispersed by the rotation of the spiral drill rod. When the pile sinks to the final stage of 1 to 1.5 m to the designed elevation, the second remote manual valve is closed, and the water outlet nozzle stops spraying water at this time. The pile driver head of the pile driving ship is hammered to sink to the designed depth to ensure the bearing capacity of the spiral pile unit.

[0027] If the bearing layer structure of the pile driving geology is poor, the grouting pipe can be assembled in advance and installed on the auger rod. When the auger rod is drilled to the designed depth, the concrete pump station on the pile driving ship is connected to the grouting pipe in the auger rod through the concrete injection pipe, the grouting pipe controlled by the first remote manual valve is opened, and concrete is poured into the auger rod through the grouting pipe at high pressure. As the concrete is poured, the area around the spiral pile blades is covered with concrete. When the slurry cannot be ejected from the grouting pipe, the compaction of the disturbed soil in the bearing layer has been completed, the grouting reinforcement work on the bearing layer is stopped, and the remaining concrete slurry in the grouting pipe is cleaned.

[0028] Compared with the prior art, the present invention has the following beneficial effects:

[0029] 1. The jacket device of the present invention can facilitate the connection and installation of the jacket unit and the spiral pile unit by setting the intermediate connecting pile shoe unit. In addition, the spiral pile is used to replace the existing pile legs. Then, the lower end of the inclined chord is abutted on the seabed, and the bottom surface of the pile shoe clamp located at the bottom is abutted on the seabed surface, which plays the role of an anti-sinking plate, improves the bearing capacity of the entire jacket device, reduces the diameter of the pile leg, and thus reduces the total cost. At the same time, a hoop structure that can separate or combine the intermediate connecting pile shoe unit and the spiral pile unit is adopted, which is convenient for later disassembly and recovery;

[0030] 2. The construction method of the spiral pile type jacket device of the offshore booster station of the present invention can separate the spiral pile unit from the sleeve assembly by opening the clamp structure when the booster station is decommissioned, and the jacket unit and the upper booster station structure can be recovered, repaired and reused as a whole; in addition, the spiral piles driven into the sea can be pulled out from the seabed by a hydraulic spiral pile driving ship for recycling, which can effectively reduce the construction cost of the offshore booster station;

[0031] 3. The construction method of the spiral pile type jacket device of the offshore booster station of the present invention can directly drive a single pile from the water surface to the underwater to a predetermined underwater position by setting a pile driver, thereby greatly improving the applicable water depth of the offshore booster station;

[0032] 4. The construction method of the spiral pile type jacket device of the offshore booster station of the present invention can choose to set a corresponding high-pressure water pipeline or grouting pipeline inside the spiral drill rod according to the different strengths of the bearing layer of the pile driving geology, so that the jacket device can meet different soil requirements. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1 It is a schematic diagram of the overall structure of a spiral pile type jacket device for an offshore booster station according to the present invention;

[0034] Figure 2 It is a structural schematic diagram of the screw pile unit of the present invention;

[0035] Figure 3 It is a schematic diagram of the grouting pipeline arrangement of the screw pile unit of the present invention;

[0036] Figure 4 It is a schematic diagram of the arrangement of the high-pressure water delivery pipeline of the screw pile unit of the present invention;

[0037] Figure 5 It is a three-dimensional schematic diagram of the intermediate connection pile shoe unit of the present invention;

[0038] Figure 6 A top view of the intermediate connection pile shoe unit of the present invention;

[0039] Figure 7 It is a three-dimensional schematic diagram of the pile shoe clamping plate and the hoop structure of the present invention;

[0040] Figure 8 It is a three-dimensional schematic diagram of the docking flange of the present invention;

[0041] Fig. 9 is a top view of the first flange portion of the present invention;

[0042] Fig.10 A schematic diagram of the construction method of the spiral pile jacket device of the present invention at the beginning of piling;

[0043] Fig.11 A schematic diagram of the construction method of the spiral pile jacket device of the present invention when piling is completed;

[0044] Figure numerals: 1, jacket unit; 11, vertical chord; 12, inclined chord; 13, diagonal brace; 14, horizontal brace; 2, screw pile unit; 21, straight portion; 22, screw portion; 221, screw drill rod; 221a, screw pile blade; 221b, grouting pipeline; 221c, first remote manual valve; 221d, grout outlet; 221e, high-pressure water pipeline; 221f, second remote manual valve; 221j, water outlet nozzle; 222, earth-breaking drill bit; 223, docking flange; 223a, first flange portion; 223b, The second flange part; 223c, bolt fastening hole; 223d, flange protrusion; 223e, flange recess; 3, intermediate connecting pile shoe unit; 31, pile shoe clamp; 31a, first opening part; 32, clamping structure; 321, fixed hoop part; 321a, first hollow connecting column; 322, rotating hoop part; 322a; second hollow connecting column; 323, first rotating shaft; 33, sleeve assembly; 4, pile driving ship; 41, pile frame; 42, pile body; 43, pile driving device fixing frame; 44, power pile driving drill; 5, crane ship; 6, booster station. DETAILED DESCRIPTION

[0045] In order to further understand the content, features and effects of the present invention, the following embodiments are given together with the attached Figures 1 to 11 The detailed instructions are as follows.

[0046] like Figure 1 and 10 As shown, this embodiment provides a screw pile type jacket device for an offshore booster station, comprising a jacket unit 1, a screw pile unit 2 and an intermediate connection pile shoe unit 3. The jacket unit 1 comprises a vertical chord 11 at the upper part and an inclined chord 12 at the lower part, the connection between the vertical chord 11 and the inclined chord 12 is fixedly connected by welding, the upper end of the vertical chord 11 is detachably plugged with the lower pile leg of the booster station 6, and the lower end of the inclined chord 12 abuts against the seabed.

[0047] In this embodiment, Figure 1 and 3As shown, the screw pile unit 2 includes a straight portion 21 at the upper portion and a spiral portion 22 at the lower portion, wherein the lower end of the spiral portion 22 is inserted into the bearing layer inside the seabed to facilitate the fixation of the entire jacket device. The screw pile units 2 are symmetrically arranged at the four corners of the jacket unit 1 and are detachably fixed at the end of the middle connecting pile shoe unit 3.

[0048] In this embodiment, Figure 1 and 5 As shown, the intermediate connection pile shoe unit 3 includes two groups of pile shoe clamps 31 and hoop structures 32 arranged horizontally at intervals and hingedly connected, and a sleeve assembly 33 for guiding the installation of the screw pile unit 2. The pile shoe clamps 31 and the hoop structure 32 are hingedly connected by a first rotating shaft 323, wherein the bottom surface of the pile shoe clamp 31 located at the bottom abuts against the seabed surface, and one end of the pile shoe clamp 31 is provided with a first opening portion 31a for fixing and connecting the inclined chord 12 by welding. By providing the first opening portion 31a, stress concentration can be avoided. The lower end of the sleeve assembly 33 is inserted into the seabed mud surface to fix the sleeve assembly 33. The hoop structure 32 is used to separate or combine the intermediate connection pile shoe unit 3 and the screw pile unit 2. Figure 5 Only a part of the middle inclined chord 12 is shown. When the pile driving starts, the middle connecting pile shoe unit 3 and the screw pile unit 2 are separated; when the pile driving is completed, the middle connecting pile shoe unit 3 and the screw pile unit 2 are combined.

[0049] The jacket device of the present invention can facilitate the connection and installation of the jacket unit and the spiral pile unit by setting the intermediate connecting pile shoe unit. In addition, spiral piles are used to replace the existing pile legs. Then, the lower end of the inclined chord is abutted on the seabed, and the bottom surface of the pile shoe clamp located at the bottom is abutted on the seabed surface, which plays the role of an anti-sinking plate, improves the bearing capacity of the entire jacket device, reduces the diameter of the pile legs, and thus reduces the total cost. At the same time, a clamp structure that can separate or combine the intermediate connecting pile shoe unit and the spiral pile unit is adopted, which is convenient for later disassembly and recovery.

[0050] In this embodiment, Figure 1 and 2As shown, the spiral part 22 includes two spiral drill rods 221, a ground-breaking drill bit 222 and a docking flange 223 for connecting the upper and lower spiral drill rods 221, wherein the ground-breaking drill bit 222 is located at the lower end of the spiral drill rod 221 below, the upper part of the spiral drill rod 221 is provided with a straight portion 21, and the lower part is provided with a spiral part 22, which is fixedly provided with a spiral pile blade 221a by welding, and the outer side of the spiral drill rod 221 located below is provided with a spiral part 22, which is fixedly provided with a spiral pile blade 221a by welding. The upper and lower spiral drill rods are connected by providing a docking flange 223, which is convenient for connection during piling. In addition, as the depth of burial increases, it will reach docking through 3 or 4 spiral piles.

[0051] In this embodiment, Figure 3 As shown, the auger rod 221 is a hollow structure, and the inner diameter of the sleeve assembly 33 is not less than the outer diameter of the auger rod 221, so that concrete can be injected into the gap between the sleeve assembly 33 and the auger rod 221, so that the sleeve assembly 33 is fixedly connected to the auger rod 221. A grouting pipe 221b connected to the pile driving ship is vertically opened inside the auger rod 221, and a first remote manual valve 221c is opened at the upper end of the grouting pipe 221b. The grouting pipe 221b is vertically spaced with multiple grouting ports 221d, which inject concrete onto the surface of the spiral pile blade 221a and make the surrounding of the spiral pile blade 221a full of concrete, so as to reinforce the grouting of the bearing layer, which is aimed at the situation that the structure of the bearing layer of the pile driving geology is poor.

[0052] In this embodiment, Figure 4 As shown, the auger rod 221 is a hollow structure, and a high-pressure water pipeline 221e connected to the pile-driving ship is vertically opened inside the auger. A second remote manual valve 221f is opened on the high-pressure water pipeline 221e, and a plurality of water outlet nozzles 221j are opened at the bottom of the high-pressure water pipeline 221e corresponding to the earth-breaking drill bit 222, which is aimed at the situation where the bearing layer of the pile driving geology has dense sand or strongly weathered rock.

[0053] In this embodiment, Figures 8-9 As shown, the docking flange 223 is annular in shape as a whole, and includes a first flange portion 223a and a second flange portion 223b with upper and lower concave and convex matching, and a plurality of bolt fastening holes 223c are correspondingly opened on the first flange portion 223a and the second flange portion 223b. Among them, four flange convex portions 223d and four flange concave portions 223e are sequentially arranged in the circumferential direction on the first flange portion 223a, and the second flange portion 223b corresponds to the concave and convex portions of the first flange portion 223a one by one, and finally the whole is connected to form a docking flange 223 by a plurality of bolt fasteners, and the upper and lower spiral drill rods 221 are fastened.

[0054] In this embodiment, Figures 5 to 7 As shown, the clamp structure 32 includes an arc-shaped fixed hoop portion 321, an arc-shaped rotating hoop portion 322 and a first rotating shaft 323, the fixed hoop portion 321 and the rotating hoop portion 322 are hingedly connected by the first rotating shaft 323, wherein the fixed hoop portion 321 is used to abut against the sleeve assembly 33 in a separated state, a first hollow connecting column 321a is fixedly provided at the end of the fixed hoop portion 321, and a second hollow connecting column 322a is fixedly provided at the end of the rotating hoop portion 322, in the combined state, an oblong threaded hole for inserting a screw is formed at the center of the first hollow connecting column 321a and the second hollow connecting column 322a, the upper and lower end faces of the screw are fastened by nuts, and the combination of the intermediate connecting pile shoe unit 3 and the spiral pile unit 2 is realized by the screw.

[0055] In this embodiment, Figure 6 As shown, the central angle corresponding to the fixed hoop portion 321 is 200°, and the central angle is not less than 180°, which facilitates the sleeve assembly 33 to be abutted against the inner surface of the fixed hoop portion 321 and better plays the effect of fixing the sleeve assembly 33.

[0056] In this embodiment, Fig.10 As shown, the catheter frame unit 1 also includes a plurality of diagonal braces 13 and horizontal braces 14 fixedly connected to each other. The diagonal braces 13 and horizontal braces 14 are used to fix the vertical chord 11 and the inclined chord 12. The diagonal braces 13 and horizontal braces 14 are fixedly connected by welding and form a frame structure as a whole, thereby enhancing the overall stability.

[0057] like Fig.10 and 11 As shown, the present invention also provides a construction method of a spiral pile type jacket device for an offshore booster station, comprising the following steps:

[0058] S1. Complete the prefabrication work and coating anti-corrosion treatment of the jacket unit 1, the screw pile unit 2 and the intermediate connection pile shoe unit 3 on land;

[0059] S2, assembling the jacket unit 1 and the middle connecting pile shoe unit 3 together by welding, and then placing the screw pile unit 2 together on a transport ship and transporting them to the vicinity of the offshore booster station;

[0060] S3, the main hook of the crane vessel 5 is brought to the top of the jacket, and then the lifting operation is performed to lower the jacket unit 1 to the seabed. At this time, the jacket unit 1 is placed on the seabed mud surface, the pile shoe clamping plate 31 located at the bottom is in contact with the seabed surface, the sleeve assembly 33 is vertically in contact with the inner surface of the fixed hoop portion 321, and the lower end of the sleeve assembly 33 is inserted into the seabed mud;

[0061] S4, aligning the pile driver head with the sleeve assembly 33 through the hydraulic screw pile driving ship 4, inserting multiple screw drill rods 221 through the sleeve assembly 33 in sequence into the mud surface, and after the screw pile unit 2 is inserted into the soil layer, it rotates under the interaction between the screw pile blades 221a and the soil, and gradually penetrates into the seabed soil layer by using the torsion of the screw pile blades 221a;

[0062] S5, when the top of the upper auger rod 221 is close to the water surface, the crane of the crane ship 5 is used to lift the lower auger rod 221 for pile connection operation, and the upper and lower auger rods 221 are fixedly installed through the docking flange 223 by passing a plurality of fastening bolts through the bolt fastening holes 223c, and the above operation is repeated until the entire screw pile unit 2 is installed in place;

[0063] S6, by rotating the rotating hoop portion 322, a long round threaded hole aligned vertically is formed at the junction of the first hollow connecting column 321a and the second hollow connecting column 322a, and a screw rod is inserted into the long round threaded hole, and a plurality of nuts and the screw rod are used to cooperate to complete the connection and fixing work of the screw pile unit 2 and the intermediate connecting pile shoe unit 3;

[0064] S7, pouring concrete slurry into the gap between the sleeve assembly 33 and the auger rod 221 through the grouting pipeline to complete the fixing of the sleeve assembly 33, and then completing the fixing work of the other three pile legs through the same method as above.

[0065] Among them, Fig.10 As shown, the piling ship 4 in this embodiment is a hydraulic spiral piling ship, including a pile frame 41 and a pile body 42; after the piling ship 4 moves to the designated piling position and drops anchor, the extension distance and angle adjustment of the piling device fixing frame 43 are first controlled by the cooperation of the support arms 42 of the multiple retractable and rotatable pile frames 41, so that the pile driver on the piling device fixing frame 43 can be adjusted to a suitable piling angle, and finally the spiral pile rotary piling operation can be performed by the power piling drill 44 on the pile driver.

[0066] The construction method of the spiral pile type conductor frame device of the offshore booster station of the present invention can separate the spiral pile unit from the sleeve assembly by opening the clamp structure when the booster station is decommissioned, and the conductor frame unit and the upper booster station structure can be recovered, repaired and reused as a whole; in addition, the spiral piles driven into the sea can be pulled out from the seabed by a hydraulic spiral pile driving ship and recycled, which can effectively reduce the construction cost of the offshore booster station; in addition, by providing a pile driver, a single pile can be directly driven from the water surface to the underwater to a predetermined underwater position, which greatly improves the applicable water depth of the offshore booster station.

[0067] In this embodiment, the above-mentioned inserting multiple spiral drill rods 221 into the mud surface through the sleeve assembly 33 in sequence includes the following two situations:

[0068] If the bearing layer of the pile driving geology has dense sand or strongly weathered rock, the high-pressure water pipeline 221e can be installed in advance inside the spiral drill rod 221. Then, according to the geological structure of the construction obstacle surveyed, when the pile reaches the hard soil layer, the water outlet nozzle 221j controlled by the second remote manual valve 221f can be opened, and the high-pressure water pump on the pile driving ship can be used to send high-pressure water to the high-pressure water pipeline 221e in the spiral drill rod 221. The high-pressure water is sprayed out from the water outlet nozzle 221j to the ground-breaking drill bit 222. and the dense sand layer or strongly weathered fossil layer below it, so that the fine filling materials such as boulders in the sand or stone layer float up through the impact of high-pressure water. After the soil layer is disturbed by the water spraying to produce gaps, the floating boulders and sand are dispersed by the rotation of the spiral drill rod 221. When it sinks to the final stage of 1 to 1.5 m to the designed elevation, the second remote manual valve 221f is closed, and the water outlet nozzle 221j stops spraying water at this time. The pile driver head of the pile driving ship is used to hammer and sink to the designed depth to ensure the bearing capacity of the spiral pile unit 2;

[0069] For the case where the bearing layer structure of the pile driving geology is poor, the grouting pipe 221b can be assembled in advance and installed on the auger rod 221. When the auger rod 221 is drilled to the designed depth, the concrete pump station on the pile driving ship is connected to the grouting pipe 221b in the auger rod 221 through the concrete injection pipe, the grouting pipe 221b controlled by the first remote manual valve 221c is opened, and concrete is poured into the auger rod 221 through the grouting pipe 221b under high pressure. As the concrete is poured, the area around the spiral pile blade 221a is covered with concrete. When the slurry cannot be ejected from the grouting pipe 221b, the compaction of the disturbed soil in the bearing layer has been completed, the grouting reinforcement work on the bearing layer is stopped, and the remaining concrete slurry in the grouting pipe 221b is cleaned.

[0070] The construction method of the spiral pile type jacket device of the offshore booster station of the present invention can choose to set a corresponding high-pressure water pipeline or grouting pipeline inside the spiral drill rod according to the different bearing layer strengths of the pile driving geology, so that the jacket device can meet different soil requirements.

[0071] The invention described above only expresses the implementation method of the embodiment of the present invention, and cannot be understood as limiting the scope of the invention patent, nor does it impose any form of limitation on the structure of the embodiment of the present invention. It should be pointed out that for ordinary technicians in this field, several changes and improvements can be made without departing from the concept of the embodiment of the present invention, which all belong to the protection scope of the embodiment of the present invention.

Claims

1. A spiral pile type jacket device for an offshore booster station, characterized in that: It comprises a pipe frame unit (1), a screw pile unit (2) and an intermediate connecting pile shoe unit (3); The jacket unit (1) comprises a vertical chord (11) at the top and an inclined chord (12) at the bottom, the upper end of the vertical chord (11) being detachably plugged with a lower pile leg of a booster station (6), and the lower end of the inclined chord (12) being in contact with the seabed; The screw pile unit (2) comprises a straight portion (21) at the top and a screw portion (22) at the bottom, the lower end of the screw portion (22) is inserted into the bearing layer inside the seabed, and the screw pile unit (2) is detachably fixed to the end of the middle connecting pile shoe unit (3); The spiral part (22) comprises a plurality of spiral drill rods (221), a ground-breaking drill bit (222) and a docking flange (223), wherein the docking flange (223) is used to connect two upper and lower spiral drill rods (221), and spiral pile blades (221a) are fixedly arranged on the outer side of the spiral drill rod (221); The auger rod (221) is a hollow structure. A grouting pipe (221b) connected to the piling equipment on the piling ship (4) is vertically provided inside the auger rod (221). A first remote manual valve (221c) is provided at the upper end of the grouting pipe (221b). The grouting pipe (221b) is vertically spaced with a plurality of grouting ports (221d). Concrete is injected onto the surface of the spiral pile blade (221a) through the grouting ports (221d), and the area around the spiral pile blade (221a) is covered with concrete, thereby reinforcing the grouting of the bearing layer. The intermediate connection pile shoe unit (3) comprises a plurality of pile shoe clamps (31) and hoop structures (32) which are arranged horizontally at intervals and hingedly connected, and a sleeve assembly (33) for guiding the installation of the screw pile unit (2), wherein the bottom surface of the pile shoe clamp (31) located at the bottom abuts against the seabed surface, one end of the pile shoe clamp (31) is provided with a first opening portion (31a) for fixedly connecting the inclined chord (12), the lower end of the sleeve assembly (33) is inserted into the mud surface of the seabed, and the hoop structure (32) is used to separate or combine the intermediate connection pile shoe unit (3) and the screw pile unit (2); The inner diameter of the sleeve assembly (33) is not less than the outer diameter of the auger rod (221); a high-pressure water pipeline (221e) connected to the pile-driving ship (4) is vertically provided inside the auger rod (221); a second remote manual valve (221f) is provided on the high-pressure water pipeline (221e); and a plurality of water outlet nozzles (221j) are provided at the bottom of the high-pressure water pipeline (221e) corresponding to the earth-breaking drill bit (222); The clamp structure (32) comprises an arc-shaped fixed clamp portion (321), an arc-shaped rotating clamp portion (322) and a first rotating shaft (323); the fixed clamp portion (321) is used to abut against the sleeve assembly (33); the fixed clamp portion (321) and the rotating clamp portion (322) are hingedly connected via the first rotating shaft (323); a first hollow connecting column (321a) is fixedly provided at the end of the fixed clamp portion (321); a second hollow connecting column (322a) is fixedly provided at the end of the rotating clamp portion (322); in a combined state, an oblong threaded hole for inserting a screw is formed at the center of the first hollow connecting column (321a) and the second hollow connecting column (322a); the combination of the intermediate connecting pile shoe unit (3) and the spiral pile unit (2) is realized via the screw.

2. A spiral pile type jacket device for an offshore booster station according to claim 1, characterized in that: The docking flange (223) is annular in shape as a whole, and comprises a first flange portion (223a) and a second flange portion (223b) that are matched with each other in upper and lower concave and convex configurations. The first flange portion (223a) and the second flange portion (223b) are connected by a plurality of bolt fasteners.

3. The spiral pile type jacket device for an offshore booster station according to claim 1, characterized in that: The central angle corresponding to the fixed hoop portion (321) is not less than 180°.

4. The spiral pile type jacket device for an offshore booster station according to claim 1, characterized in that: The catheter frame unit (1) further comprises a plurality of diagonal braces (13) and horizontal braces (14) which are fixedly connected to each other, and the vertical chord (11) and the inclined chord (12) are fixedly reinforced by the diagonal braces (13) and the horizontal braces (14).

5. A construction method using a screw pile type jacket device for an offshore booster station according to any one of claims 1 to 4, characterized in that: The following steps are involved: On land, prefabrication work and coating anti-corrosion treatment of the jacket unit (1), the screw pile unit (2) and the intermediate connection pile shoe unit (3) are completed; The jacket unit (1) and the intermediate connection pile shoe unit (3) are fixedly assembled together, and the screw pile unit (2) is then placed together on a transport ship and transported to the vicinity of an offshore booster station; The main hook of the crane vessel (5) is made to reach the top of the jacket, and then the lifting operation is performed to lower the jacket unit (1) to the seabed. At this time, the jacket unit (1) is placed on the seabed mud surface, the pile shoe clamping plate (31) located at the bottom is in contact with the seabed surface, and the sleeve assembly (33) is vertically in contact with the inner surface of the fixed hoop part (321) and inserted into the seabed mud; The pile driver head is aligned with the sleeve assembly (33) by a hydraulic screw pile driving ship (4), and a plurality of screw drill rods (221) are sequentially inserted through the sleeve assembly (33) into the mud surface. After the screw pile unit (2) is inserted into the soil layer, it rotates under the interaction between the screw pile blades (221a) and the soil, and gradually penetrates into the seabed soil layer by using the torsion of the screw pile blades (221a); When the top of the upper auger rod (221) approaches the water surface, the crane of the crane ship (5) is used to lift the lower auger rod (221) for pile connection, and the upper and lower auger rods (221) are fixedly installed through the butt flange (223) by passing a plurality of fastening bolts through the bolt fastening holes (223c); By rotating the rotating hoop portion (322), an oblong threaded hole aligned vertically is formed at the junction of the first hollow connecting column (321a) and the second hollow connecting column (322a), and a screw rod is inserted into the oblong threaded hole, and a plurality of nuts and the screw rod are used in conjunction to complete the connection and fixing work of the screw pile unit (2) and the intermediate connecting pile shoe unit (3); Then, concrete slurry is poured into the gap between the sleeve assembly (33) and the auger rod (221) through the grouting pipeline to complete the fixing of the sleeve assembly (33).

6. The construction method of a screw pile type jacket device for an offshore booster station according to claim 5, characterized in that: The method of sequentially passing a plurality of spiral drill rods (221) through a sleeve assembly (33) and inserting the plurality of spiral drill rods (221) into the mud surface comprises: If the bearing layer of the pile driving geology is dense sand or strongly weathered rock, a high-pressure water pipeline (221e) is pre-installed inside the spiral drill rod (221). Then, according to the geological structure of the construction obstacle surveyed, when the pile driving reaches the hard soil layer, the water outlet nozzle (221j) controlled by the second remote manual valve (221f) is opened, and the high-pressure water pump on the pile driving ship (4) is used to send high-pressure water to the high-pressure water pipeline (221e) in the spiral drill rod (221). The high-pressure water is sprayed from the water outlet nozzle (221j) to the earth-breaking drill bit ( 222) and the dense sand layer or strongly weathered rock layer below it are sprayed with high pressure, so that the fine filling materials in the sand and gravel layer float up due to the impact of high pressure water. After the soil layer is disturbed by the water spraying to generate gaps, the floating boulders and sand are dispersed by the rotation of the spiral drill rod (221). When the final stage of sinking is 1 to 1.5 m away from the design elevation, the second remote manual valve (221f) is closed, and the water outlet nozzle (221j) stops spraying water at this time. The pile driver head of the pile driving ship (4) is used to hammer and sink to the design depth to ensure the bearing capacity of the spiral pile unit (2); In case the bearing layer structure of the pile driving geology is poor, the grouting pipe (221b) is pre-assembled and installed on the auger rod (221). When the auger rod (221) is drilled to the designed depth, the concrete pump station on the pile driving ship (4) is connected to the grouting pipe (221b) in the auger rod (221) through the concrete injection pipe, the grouting pipe (221b) controlled by the first remote manual valve (221c) is opened, and concrete is poured into the auger rod (221) through the grouting pipe (221b) under high pressure. As the concrete is poured in, the area around the spiral pile blade (221a) is covered with concrete. When the grouting liquid cannot be ejected from the grouting pipe (221b), the compaction of the disturbed soil in the bearing layer has been completed, the grouting reinforcement work on the bearing layer is stopped, and the remaining concrete grouting liquid in the grouting pipe (221b) is cleaned.

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