Pile sinking construction method for offshore foundation steel pipe pile

Abstract

The offshore foundation steel pipe pile sinking construction method comprises the steps that steel pipe piles are positioned; perpendicularity control: after the pile tip of the steel pipe pile enters the mud, the crane stops hooking, and a total station is erected on the pile stabilizing platform to measure the perpendicularity of the steel pipe pile; the crane continues to hook downwards, and when the steel pipe pile enters the mud by 1.5-2.5 m, a hydraulic hammer located at the top of the steel pipe pile is started so that the steel pipe pile can be sunk; elevation control is conducted, specifically, a hydraulic hammer is sleeved with a hammer cap sleeve with the known length, a pile feeder with the known length is arranged between the steel pipe pile and the hammer cap sleeve, after scale marks are arranged on the pile feeder, reading is conducted through the scale marks, and the steel pipe pile is controlled to be sunk to the elevation after the hydraulic hammer is started; and acceptance. By means of the pile sinking construction method for the offshore foundation steel pipe pile, the problem that in the prior art, due to the fact that signals are unstable, measurement errors are large and the like, construction measurement cannot meet the requirements for elevation and perpendicularity control of the steel pipe pile easily, and the pile sinking precision cannot meet design specifications can be solved.

Description

Technical Field

[0001] The invention relates to the field of offshore wind power engineering, and in particular to an offshore foundation steel pipe pile sinking construction method. Background Art

[0002] In the construction of offshore wind farms, steel pipe piles are a key component of the wind turbine foundation, and the accuracy of their pile sinking operations is directly related to the quality and safety of the overall project. Currently, commonly used construction measurement technologies include GNSS static measurement combined with satellite station differential technology. However, in deep sea areas and complex sea conditions, this technology is often difficult to meet the strict requirements for the top elevation and verticality control of steel pipe piles due to unstable signals and large measurement errors, resulting in pile sinking accuracy that cannot meet the design specifications. In addition, it is difficult to balance construction efficiency and accuracy in the traditional construction process, especially in the construction of multiple piles, the effective control of elevation and verticality is a great challenge.

[0003] Therefore, the prior art has defects and needs to be improved and developed. Summary of the invention

[0004] The embodiment of the present invention provides an offshore foundation steel pipe pile driving construction method, which is used to solve the problem in the prior art that due to unstable signals and large measurement errors, the construction measurement is difficult to meet the requirements of steel pipe pile elevation and verticality control, resulting in the pile driving accuracy failing to meet the design specifications.

[0005] The embodiment of the present invention provides a method for constructing offshore foundation steel pipe piles, comprising:

[0006] S1. Positioning of steel pipe piles:

[0007] A guide cylinder is arranged at the bottom of the pile stabilizing platform, and each guide cylinder corresponds to one steel pipe pile; the steel pipe pile is hooked by a crane to make the steel pipe pile fall down and enter the guide cylinder;

[0008] S2. Verticality control:

[0009] When the tip of the steel pipe pile enters the mud, the crane stops lowering the hook, and a total station is set up on the pile stabilization platform to measure the verticality of the steel pipe pile; the crane continues to lower the hook, and when the steel pipe pile enters the mud by 1.5m to 2.5m, the hydraulic hammer at the top of the steel pipe pile is started to sink the steel pipe pile;

[0010] S3, elevation control:

[0011] A hammer cap sleeve of known length is set on the hydraulic hammer, and a pile driver of known length is arranged between the steel pipe pile and the hammer cap sleeve. After setting scale lines on the pile driver, the scale line reading is used to control the steel pipe pile to sink to the elevation after starting the hydraulic hammer:

[0012] S4: Acceptance:

[0013] Calculate each elevation error, and complete the acceptance when the absolute value of the elevation error does not exceed 50 mm, otherwise, reinstall the steel pipe pile.

[0014] Furthermore, the verticality control includes:

[0015] At least two total stations are set up on the pile-stabilizing platform;

[0016] Aim the total station at the upper edge of the steel pipe pile and lock the horizontal plate, and rotate the total station vertically to measure the offset d of the steel pipe pile;

[0017] According to the offset d and the measured length L of the steel pipe pile, the verticality deviation θ is calculated using the following formula:

[0018] θ=(d / L)×100%

[0019] Among them, θ is a percentage data, without unit;

[0020] The unit of d is meter;

[0021] The units of L are the same as those of d;

[0022] Use another total station to calculate the verticality deviation θ again. If the calculation results of the two total stations are consistent, proceed to the next step; otherwise, adjust the aiming directions and horizontal disks of the two total stations and measure again until the calculation results of the two total stations are consistent;

[0023] When the calculation results of the two total stations are consistent, the crane continues to lower the hook and activates the hydraulic hammer to adjust the verticality deviation θ of the steel pipe pile to a value not exceeding 0.3.

[0024] Furthermore, the method of adjusting the verticality deviation θ of the steel pipe pile to a value not exceeding 0.3 by operating the hydraulic hammer comprises:

[0025] Start the hydraulic hammer located at the top of the steel pipe pile, and hammer the steel pipe pile with 10% to 30% of the rated impact energy of the hydraulic hammer. When hammering, first jog the hammer once, pause for at least 20 seconds, and continue to jog the hammer once after no abnormality occurs, and pause for 20 seconds again, and repeat 3 to 4 times;

[0026] Stop hammering and calculate the verticality deviation θ, and adjust the pile body posture of the steel pipe pile so that the value of the verticality deviation θ does not exceed 0.3;

[0027] After adjusting the pile posture of the steel pipe pile, observe for at least 15 minutes, if the value of the verticality deviation θ does not exceed 0.3, continue to hammer the steel pipe pile with 10% to 30% of the rated impact energy of the hydraulic hammer, calculate the verticality deviation θ every 1m to 2m, and adjust the pile posture of the steel pipe pile so that the value of the verticality deviation θ does not exceed 0.3;

[0028] When the pile body of the steel pipe pile enters the mud surface by 10m, the verticality deviation θ is calculated and the pile body posture of the steel pipe pile is adjusted so that the value of the verticality deviation θ does not exceed 0.3;

[0029] When the pile body of the steel pipe pile enters the mud surface by 30m, the steel pipe pile is hammered and sunk with 100% of the rated impact energy of the hydraulic hammer.

[0030] Furthermore, when the pile-stabilizing platform is rectangular, no more than four total stations are mounted on the pile-stabilizing platform; when there are three total stations, the three total stations are arranged on the sides of the pile-stabilizing platform to form an equilateral triangle; when there are four total stations, the four total stations are arranged respectively at right angles of the pile-stabilizing platform.

[0031] Furthermore, the elevation control includes:

[0032] Marking a scale line from bottom to top on the outer contour of the pile driver, starting from 0;

[0033] A reference point P is randomly selected on a platform flush with the pile position of the steel pipe pile, the elevation of the reference point P is measured by a GNSS positioning device and set as a base point, and the level is copied to each of the steel pipe piles using a level;

[0034] Using a laser level ruler arranged on the platform, laser is directed onto the pile driver at the leveling position of each steel pipe pile, and the reading y is read according to the scale line;

[0035] The steel pipe pile is driven by hammering at 100% of the rated impact energy of the hydraulic hammer, the elevation of the reference point is defined as x, and the design elevation of the steel pipe pile is defined as N, wherein the units of x, y, and N are centimeters, and the hammer is stopped when the steel pipe pile is driven by hammering at 100% of the rated impact energy of the hydraulic hammer until 0<xyN≤10;

[0036] When the steel pipe pile is hammered with 5% to 10% of the rated impact energy of the hydraulic hammer to sink the steel pipe pile to xyN=10, the steel pipe pile is sunk to the elevation.

[0037] Furthermore, the scale spacing of the scale lines is one of 10 or 20, and the unit of the scale spacing is centimeters.

[0038] Furthermore, the height difference between the design elevation of the steel pipe pile and the horizontal plane is 5, and the unit of the height difference is meter.

[0039] Furthermore, the acceptance includes:

[0040] Obtaining the construction coordinates of the steel pipe pile in the engineering coordinate system through a GNSS positioning device pre-installed on the pile stabilization platform;

[0041] The absolute value of the elevation error is calculated based on the construction coordinates and the pre-designed theoretical coordinates.

[0042] Further, the calculating the absolute value of the elevation error includes:

[0043] Define the coordinate value corresponding to the axis pointing to the sky in the theoretical coordinates as T, and the coordinate value corresponding to the axis pointing to the sky in the theoretical coordinates as F. Use trigonometric functions to convert T into the length t perpendicular to the horizontal plane, and convert F into the length f perpendicular to the horizontal plane. Then |tf| is the absolute value of the elevation error.

[0044] Beneficial effects:

[0045] It can be seen from the above technical solutions that the present invention provides a method for sinking steel pipe piles in an offshore foundation. Through precise positioning, verticality control and elevation control of steel pipe piles, the problems of unstable signals, large errors and insufficient construction accuracy in the prior art are solved, while ensuring the controllability and reliability of the construction process to meet the actual needs of offshore wind farm foundation projects. The precise positioning of steel pipe piles is achieved by arranging guide cylinders on the pile stabilization platform, and the verticality of steel pipe piles is monitored and adjusted in real time by using total stations and multi-sensor measurement technology, and the dynamic adjustment of verticality is achieved by combining the graded impact energy control of hydraulic hammers. In terms of elevation control, the accuracy of elevation readings is further improved through the linkage measurement of scale markings, GNSS positioning and laser level rulers. The present invention overcomes the problem of insufficient construction accuracy caused by signal interference or measurement errors in the prior art, while optimizing the steel pipe pile construction process, improving the quality and efficiency of wind farm construction, and has important application value and promotion prospects for offshore wind farm foundation construction.

[0046] It should be appreciated that all combinations of the foregoing concepts, as well as additional concepts described in greater detail below, may be considered to be part of the inventive subject matter of the present disclosure, provided such concepts are not mutually inconsistent.

[0047] The foregoing and other aspects, embodiments and features of the present invention can be more fully understood from the following description in conjunction with the accompanying drawings. Other additional aspects of the present invention, such as the features and / or beneficial effects of the exemplary embodiments, will be apparent from the following description or learned from the practice of the specific embodiments according to the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0048] The accompanying drawings are not drawn to scale according to actual reference objects. In the accompanying drawings, each identical or nearly identical component shown in various figures may be represented by the same reference numeral. For the sake of clarity, not every component is labeled in each figure. Now, embodiments of various aspects of the present invention will be described by way of example and with reference to the accompanying drawings, in which:

[0049] Figure 1 This is a flow chart of a method for constructing offshore foundation steel pipe piles in an embodiment of the present application.

[0050] Figure 2 This is a flow chart of verticality control in a method for constructing offshore foundation steel pipe piles in an embodiment of the present application.

[0051] Figure 3 This is a flow chart of a method for driving a hydraulic hammer to adjust a steel pipe pile in an offshore foundation steel pipe pile driving construction method in an embodiment of the present application.

[0052] Figure 4 This is a flow chart of the elevation control of an offshore foundation steel pipe pile driving construction method in an embodiment of the present application. DETAILED DESCRIPTION

[0053] In order to make the purpose, technical solution and advantages of the embodiment of the present invention clearer, the technical solution of the embodiment of the present invention will be clearly and completely described below in conjunction with the drawings of the embodiment of the present invention. Obviously, the described embodiment is a part of the embodiment of the present invention, not all of the embodiments. Based on the described embodiment of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention. Unless otherwise defined, the technical terms or scientific terms used herein should be the common meaning understood by people with general skills in the field to which the present invention belongs.

[0054] The words "first", "second" and similar terms used in the patent specification and claims of the present invention do not indicate any order, quantity or importance, but are only used to distinguish different components. Similarly, unless the context clearly indicates otherwise, the singular form "a" or "an" shall not be construed as "a" or "an";

[0055] The words “a”, “an”, “the” and the like do not denote a limitation of quantity, but rather denote the presence of at least one.

[0056] The words "include" or "comprises" and the like mean that the elements or objects appearing before "includes" or "comprises" include the features, wholes, steps, operations, elements and / or components listed after "includes" or "comprises", and do not exclude the existence or addition of one or more other features, wholes, steps, operations, elements, components and / or their collections. "Up", "down", "left", "right" and the like are only used to indicate relative positional relationships. When the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0057] In the prior art, due to unstable signals and large measurement errors, construction measurements are difficult to meet the requirements for steel pipe pile elevation and verticality control, resulting in the problem that the pile driving accuracy cannot meet the design specifications.

[0058] In view of this, the embodiment of the present invention provides a method for sinking steel pipe piles in an offshore foundation, referring to Figure 1 ,include:

[0059] S1. Positioning of steel pipe piles:

[0060] A guide cylinder is arranged at the bottom of the pile stabilizing platform, and each guide cylinder corresponds to a steel pipe pile; the steel pipe pile is hooked by a crane to make the steel pipe pile fall down and enter the guide cylinder.

[0061] The steel pipe piles are precisely positioned through the guide tube at the bottom of the pile stabilization platform, and the guide tube allows a 40mm deviation. This design ensures the initial positioning stability of the steel pipe piles through a physical guide device, while reducing manual intervention in the initial stage and improving construction efficiency.

[0062] S2. Verticality control:

[0063] When the tip of the steel pipe pile enters the mud, the crane stops lowering the hook, and a total station is set up on the pile stabilization platform to measure the verticality of the steel pipe pile; the crane continues to lower the hook, and when the steel pipe pile enters the mud by 1.5m to 2.5m, the hydraulic hammer at the top of the steel pipe pile is started to sink the steel pipe pile.

[0064] S3, elevation control:

[0065] A hammer cap sleeve of known length is mounted on the hydraulic hammer, and a pile driver of known length is arranged between the steel pipe pile and the hammer cap sleeve. After setting scale lines on the pile driver, the scale line readings are used to control the steel pipe pile to sink to the elevation after starting the hydraulic hammer.

[0066] S4: Acceptance:

[0067] Calculate each elevation error and complete the acceptance when the absolute value of the elevation error does not exceed 50 mm. Otherwise, reinstall the steel pipe piles.

[0068] During the pile sinking process, the verticality of the steel pipe piles is closely monitored for changes in pile position. After the pile sinking is completed, the installation position accuracy of the four steel pipe piles is rechecked to guide the subsequent jacket installation work.

[0069] In certain embodiments, reference Figure 2 , verticality control, including:

[0070] At least two total stations are set up on the pile-stabilized platform;

[0071] Aim a total station at the upper edge of the steel pipe pile and lock the horizontal dial, then rotate the total station vertically to measure the offset d of the steel pipe pile;

[0072] According to the offset d and the measured length L of the steel pipe pile, the verticality deviation θ is calculated using the following formula:

[0073] θ=(d / L)×100%

[0074] Among them, θ is a percentage data, without unit;

[0075] The unit of d is meter;

[0076] The units of L are the same as those of d;

[0077] Use another total station to calculate the verticality deviation θ again. If the calculation results of the two total stations are consistent, proceed to the next step; otherwise, adjust the aiming direction and horizontal disk of the two total stations and measure again until the calculation results of the two total stations are consistent;

[0078] When the calculation results of the two total stations are consistent, the crane continues to lower the hook and activates the hydraulic hammer to adjust the verticality deviation θ of the steel pipe pile to a value not exceeding 0.3.

[0079] At least two total stations are set up on the pile stabilization platform to measure the steel pipe piles separately, and the verticality deviation is calculated using the offset and pile length. After the measurement is completed, the verticality is gradually corrected by adjusting the hydraulic hammer to hit the steel pipe pile to ensure that the verticality deviation does not exceed the set threshold. The reliability of the verticality deviation calculation is guaranteed by real-time monitoring and mutual verification of the total station, which significantly reduces the error in the verticality adjustment process. The combination of multiple total station measurements and hydraulic hammer adjustment of verticality overcomes the error accumulation problem that may be caused by a single measurement method.

[0080] In certain embodiments, reference Figure 3 , by operating the hydraulic hammer to adjust the verticality deviation θ of the steel pipe pile to a value not exceeding 0.3, including:

[0081] Start the hydraulic hammer at the top of the steel pipe pile and hammer the steel pipe pile with 10% to 30% of the rated impact energy of the hydraulic hammer. When hammering, first jog the hammer once, pause for at least 20 seconds, and then continue to jog the hammer once after no abnormality occurs, and pause for 20 seconds again. Repeat 3 to 4 times;

[0082] Stop hammering and calculate verticality deviation θ, and adjust the pile body posture of steel pipe pile so that the value of verticality deviation θ does not exceed 0.3;

[0083] After adjusting the pile posture of the steel pipe pile, observe for at least 15 minutes. If the value of the verticality deviation θ does not exceed 0.3, continue to hammer the steel pipe pile with 10% to 30% of the rated impact energy of the hydraulic hammer, calculate the verticality deviation θ every 1m to 2m, and adjust the pile posture of the steel pipe pile so that the value of the verticality deviation θ does not exceed 0.3;

[0084] When the pile body of the steel pipe pile enters the mud surface by 10m, calculate the verticality deviation θ and adjust the pile body posture of the steel pipe pile so that the value of the verticality deviation θ does not exceed 0.3;

[0085] When the steel pipe pile body enters the mud surface by 30m, the steel pipe pile is sunk by hammering with 100% of the rated impact energy of the hydraulic hammer.

[0086] The steel pipe pile is hammered with low energy by hydraulic hammer, and the posture of the steel pipe pile is adjusted by hammering step by step. After each adjustment, the verticality change is observed to ensure that the adjustment effect meets the set requirements before continuing the operation. Low energy hammering reduces the impact on the posture of the steel pipe pile during the adjustment process, improves the accuracy of posture adjustment, and stabilizes the adjustment effect by setting the observation time. By proposing low energy hammering and multiple pauses for observation to accurately adjust the verticality, a solution is provided for complex posture adjustment in deep-sea environments.

[0087] In some embodiments, when the pile-stabilizing platform is rectangular, no more than four total stations are mounted on the pile-stabilizing platform; when there are three total stations, the three total stations are arranged on the sides of the pile-stabilizing platform to form an equilateral triangle; when there are four total stations, the four total stations are arranged at right angles of the pile-stabilizing platform respectively.

[0088] In order to ensure positioning accuracy, total stations can be arranged in different forms according to different quantities. Through such a layout, the geometric accuracy of positioning can be maximized, so that the positioning error of the platform in all directions is uniform. To ensure data consistency, total stations should be installed at the same height to avoid deviations in positioning calculations due to errors at different heights. The total station can also be fixed on a bracket. The installation location of the total station should avoid structural parts that may cause obstructions to ensure the smoothness of the received signal. 3 The total station should try to avoid installing the device in a position that is blocked by other objects to ensure that the device can receive sufficient signals.

[0089] In certain embodiments, reference Figure 4 , elevation control, including:

[0090] Draw a scale line from bottom to top on the outer contour of the pile driver, starting from 0;

[0091] Select a reference point P at random on the platform that is flush with the steel pipe pile, measure the elevation of the reference point P with the GNSS positioning device and set it as the base point, and use the level to level it to each steel pipe pile;

[0092] Use the laser level ruler arranged on the platform to shoot the laser onto the pile driver at the leveling position of each steel pipe pile, and read y according to the scale line;

[0093] The steel pipe pile is driven by hammering at 100% of the rated impact energy of the hydraulic hammer, and the elevation of the reference point is defined as x, and the design elevation of the steel pipe pile is defined as N, where the units of x, y, and N are centimeters. When the steel pipe pile is driven by hammering at 100% of the rated impact energy of the hydraulic hammer until 0<xyN≤10, the hammer is stopped;

[0094] When the steel pipe pile is driven into the pile to xyN=10 with 5% to 10% of the rated impact energy of the hydraulic hammer, the steel pipe pile is driven into the pile to the elevation.

[0095] By setting scale lines on the pile driver, combined with the benchmark elevation data and laser level positioning, the real-time monitoring of the steel pipe pile elevation is achieved, and the elevation is gradually adjusted to the design requirements during the hydraulic hammering process. It also avoids elevation deviations caused by changes in the external environment and ensures that the construction elevation meets the design requirements. The combination of scale lines and laser level rulers is used to achieve real-time monitoring and control of elevation, reducing the impact of the complex environment in the deep sea area on elevation measurement.

[0096] In some embodiments, the scale interval of the scale lines is one of 10 or 20, and the unit of the scale interval is centimeters.

[0097] In some embodiments, the height difference between the design elevation of the steel pipe pile and the horizontal plane is 5, and the unit of the height difference is meter.

[0098] In some embodiments, acceptance includes:

[0099] The construction coordinates of the steel pipe piles in the engineering coordinate system are obtained through the GNSS positioning device pre-installed on the pile stabilization platform;

[0100] Calculate the absolute value of the elevation error based on the construction coordinates and the pre-designed theoretical coordinates.

[0101] The coordinates obtained by the GNSS positioning device can be used to calculate the precise coordinates in the construction coordinate system by using the Rodrigues formula and the coordinate transformation formula. The coordinate transformation process involves the transformation between different coordinate systems and the normalization of the relative direction vector, which can ensure high-precision docking in different coordinate systems. Through precise coordinate transformation steps, the accuracy of the construction coordinates is guaranteed, and the accuracy of the absolute value of the calculated elevation error is ensured. Combining the acceptance method of GNSS equipment and engineering coordinate system, a complete construction verification method is provided to reduce the error of manual judgment.

[0102] In some embodiments, calculating the absolute value of the elevation error includes:

[0103] Define the coordinate value corresponding to the axis pointing to the sky in the theoretical coordinates as T, and the coordinate value corresponding to the axis pointing to the sky in the theoretical coordinates as F. Use trigonometric functions to convert T into the length t perpendicular to the horizontal plane, and convert F into the length f perpendicular to the horizontal plane. Then |tf| is the absolute value of the elevation error.

[0104] In summary, the present invention provides a method for constructing offshore foundation steel pipe piles, which solves the problems of unstable signals, large errors, and insufficient construction accuracy in the prior art through precise steel pipe pile positioning, verticality control, and elevation control, while ensuring the controllability and reliability of the construction process to meet the actual needs of offshore wind farm foundation projects. The steel pipe piles are precisely positioned by arranging guide cylinders on the pile stabilization platform, and the verticality of the steel pipe piles is monitored and adjusted in real time using a total station and multi-sensor measurement technology. Combined with the graded impact energy control of the hydraulic hammer, dynamic adjustment of the verticality is achieved. In terms of elevation control, the accuracy of elevation readings is further improved through the linkage measurement of scale markings, GNSS positioning, and laser level rulers, which improves the efficiency of offshore operations, reduces rework and time delays caused by inaccurate positioning, and reduces operating costs. At the same time, the safety of operations is also improved, and the operational risks under severe sea conditions are reduced. The present invention overcomes the problem of insufficient construction accuracy caused by signal interference or measurement errors in the prior art, while optimizing the steel pipe pile construction process, improving the quality and efficiency of wind farm construction, and has important application value and promotion prospects for offshore wind farm foundation construction.

[0105] Although the present invention has been disclosed as above with preferred embodiments, it is not intended to limit the present invention. A person with ordinary knowledge in the technical field to which the present invention belongs may make various changes and modifications without departing from the spirit and scope of the present invention. Therefore, the protection scope of the present invention shall be determined by the definition of the claims.

Claims

1. A method for sinking steel pipe piles for offshore foundation, characterized in that: include: S1. Positioning of steel pipe piles: A guide cylinder is arranged at the bottom of the pile stabilizing platform, and each guide cylinder corresponds to one steel pipe pile; the steel pipe pile is hooked by a crane to make the steel pipe pile fall down and enter the guide cylinder; S2. Verticality control: When the tip of the steel pipe pile enters the mud, the crane stops lowering the hook, and a total station is set up on the pile stabilization platform to measure the verticality of the steel pipe pile; the crane continues to lower the hook, and when the steel pipe pile enters the mud by 1.5m to 2.5m, the hydraulic hammer at the top of the steel pipe pile is started to sink the steel pipe pile; S3, elevation control: A hammer cap sleeve of known length is sleeved on the hydraulic hammer, a pile driver of known length is arranged between the steel pipe pile and the hammer cap sleeve, and after setting scale lines on the pile driver, the scale line reading is used to control the steel pipe pile to sink to the elevation after starting the hydraulic hammer; S4: Acceptance: Calculate each elevation error, and complete the acceptance when the absolute value of the elevation error does not exceed 50 mm, otherwise, reinstall the steel pipe pile.

2. The offshore foundation steel pipe pile sinking construction method according to claim 1, characterized in that: The verticality control comprises: At least two total stations are set up on the pile-stabilizing platform; Aim the total station at the upper edge of the steel pipe pile and lock the horizontal plate, and rotate the total station vertically to measure the offset d of the steel pipe pile; According to the offset d and the measured length L of the steel pipe pile, the verticality deviation θ is calculated using the following formula: θ=(d / L)×100% Among them, θ is a percentage data, without unit; The unit of d is meter; The units of L are the same as those of d; Use another total station to calculate the verticality deviation θ again. If the calculation results of the two total stations are consistent, proceed to the next step; otherwise, adjust the aiming directions and horizontal disks of the two total stations and measure again until the calculation results of the two total stations are consistent; When the calculation results of the two total stations are consistent, the crane continues to lower the hook and activates the hydraulic hammer to adjust the verticality deviation θ of the steel pipe pile to a value not exceeding 0.

3.

3. The offshore foundation steel pipe pile sinking construction method according to claim 2 is characterized in that: The method of adjusting the verticality deviation θ of the steel pipe pile to a value not exceeding 0.3 by operating the hydraulic hammer comprises: Start the hydraulic hammer located at the top of the steel pipe pile, and hammer the steel pipe pile with 10% to 30% of the rated impact energy of the hydraulic hammer. When hammering, first jog the hammer once, pause for at least 20 seconds, and continue to jog the hammer once after no abnormality occurs, and pause for 20 seconds again, and repeat 3 to 4 times; Stop hammering and calculate the verticality deviation θ, and adjust the pile body posture of the steel pipe pile so that the value of the verticality deviation θ does not exceed 0.3; After adjusting the pile posture of the steel pipe pile, observe for at least 15 minutes, if the value of the verticality deviation θ does not exceed 0.3, continue to hammer the steel pipe pile with 10% to 30% of the rated impact energy of the hydraulic hammer, calculate the verticality deviation θ every 1m to 2m, and adjust the pile posture of the steel pipe pile so that the value of the verticality deviation θ does not exceed 0.3; When the pile body of the steel pipe pile enters the mud surface by 10 m, calculate the verticality deviation θ and adjust the pile body attitude of the steel pipe pile so that the value of the verticality deviation θ does not exceed 0.3; When the pile body of the steel pipe pile enters the mud surface by 30 m, hammer the steel pipe pile for pile sinking with 100% of the rated impact energy of the hydraulic hammer.

4. The offshore foundation steel pipe pile sinking construction method according to claim 2 is characterized in that: When the pile stabilizing platform is rectangular, the total station instruments erected on the pile stabilizing platform do not exceed 4; when there are 3 total station instruments, the arrangement of the 3 total station instruments is to be arranged on the edge of the pile stabilizing platform to form an equilateral triangle; when there are 4 total station instruments, the arrangement of the 4 total station instruments is to be respectively arranged at the right angles of the pile stabilizing platform.

5. The offshore foundation steel pipe pile sinking construction method according to claim 1, characterized in that: The elevation control includes: Scratch scale lines on the outer contour of the pile-driving adapter from bottom to top starting from 0; Arbitrarily select a reference point P on the platform flush with the pile position of the steel pipe pile, measure the elevation of the reference point P by a GNSS positioning device and set it as the base point, and level to each steel pipe pile by a level; Use the laser level arranged on the platform to project the laser onto the pile-driving adapter at the leveling position of each steel pipe pile, and read the value y according to the scale lines; Hammer the steel pipe pile for pile sinking with 100% of the rated impact energy of the hydraulic hammer. Define the elevation of the reference point as x, the designed elevation of the steel pipe pile as N, where the units of x, y, and N are centimeters. When hammering the steel pipe pile for pile sinking with 100% of the rated impact energy of the hydraulic hammer until 0 < x - y - N ≤ 10, stop hammering; When hammering the steel pipe pile for pile sinking with 5% - 10% of the rated impact energy of the hydraulic hammer until x - y - N = 10, the steel pipe pile sinks to the elevation.

6. The offshore foundation steel pipe pile sinking construction method according to claim 5, characterized in that: The scale interval of the scale lines is one of 10 or 20, and the unit of the scale interval is centimeter.

7. The offshore foundation steel pipe pile sinking construction method according to claim 5, characterized in that: The height difference between the designed elevation of the steel pipe pile and the horizontal plane is 5, and the unit of the height difference is meter.

8. The offshore foundation steel pipe pile sinking construction method according to claim 1, characterized in that: The acceptance includes: Obtain the construction coordinates of the steel pipe pile in the engineering coordinate system through the GNSS positioning device pre-installed on the pile stabilizing platform; Calculate the absolute value of the elevation error according to the construction coordinates and the pre-designed theoretical coordinates.

9. The offshore foundation steel pipe pile sinking construction method according to claim 8, characterized in that: The calculation of the absolute value of the elevation error includes: Define the coordinate value corresponding to the axis pointing to the sky in the theoretical coordinates as T, the coordinate value corresponding to the axis pointing to the sky in the theoretical coordinates as F, use trigonometric functions to convert T into the length t perpendicular to the horizontal plane, convert F into the length f perpendicular to the horizontal plane, then |t - f| is the absolute value of the elevation error.

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