CN117332638A - Anti-slip steel pipe pile suitable for large megawatt offshore wind turbine and optimization method thereof - Google Patents
Anti-slip steel pipe pile suitable for large megawatt offshore wind turbine and optimization method thereof Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 245
- 239000010959 steel Substances 0.000 title claims abstract description 245
- 238000005457 optimization Methods 0.000 title claims abstract description 37
- 238000000034 method Methods 0.000 title claims abstract description 33
- 239000002689 soil Substances 0.000 claims abstract description 51
- 230000001965 increasing effect Effects 0.000 claims abstract description 20
- 230000002349 favourable effect Effects 0.000 claims description 12
- 230000005251 gamma ray Effects 0.000 claims description 8
- 230000007613 environmental effect Effects 0.000 claims description 7
- 230000035515 penetration Effects 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 230000008901 benefit Effects 0.000 claims description 4
- 230000009467 reduction Effects 0.000 claims description 4
- 230000000903 blocking effect Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 8
- 230000008569 process Effects 0.000 abstract description 8
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000006872 improvement Effects 0.000 description 3
- 239000004927 clay Substances 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000010248 power generation Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06Q—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES; SYSTEMS OR METHODS SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES, NOT OTHERWISE PROVIDED FOR
- G06Q50/00—Systems or methods specially adapted for specific business sectors, e.g. utilities or tourism
- G06Q50/06—Electricity, gas or water supply
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2113/00—Details relating to the application field
- G06F2113/06—Wind turbines or wind farms
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Abstract
The invention relates to the technical field of offshore wind power, and discloses an anti-slip steel pipe pile suitable for a large megawatt offshore wind turbine and an optimization method thereof. According to the method, a sliding-proof steel pipe pile SACS model is built, the set heights of the annular rib plates and the supporting plates and the number parameters of the annular rib plates are preset in the model, bearing capacity analysis and steel pipe pile piling analysis are circularly conducted on the model, the bearing capacity of the steel pipe pile and the predicted sliding pile height are determined, the set heights and the number of the annular rib plates are adjusted, when a circulation result is obtained, the current set heights and the number of the annular rib plates are determined, and the current set heights and the number of the annular rib plates are used as structural optimization parameters and are applied to the optimized structural design of the sliding-proof steel pipe pile. According to the invention, the annular rib plates and the supporting plates are arranged below the steel pipe pile, so that the contact area of the pile foundation and the soil body can be increased, the side friction resistance is effectively increased, the side friction resistance of the anti-slip steel pipe pile is accurately estimated through the SACS model, the pile slipping risk in the pile foundation pile sinking process is obviously reduced, and the pile sinking construction safety is ensured.
Description
Technical Field
The invention relates to the technical field of offshore wind power, in particular to an anti-slip steel pipe pile suitable for a large megawatt offshore wind turbine and an optimization method thereof.
Background
In recent years, the high-speed development of the offshore wind power means that the offshore wind power formally enters the low-price age, and a series of large megawatt offshore wind power generation units are further promoted.
The single pile foundation is one of the most commonly used foundation types in offshore wind power, and takes an indispensable position in offshore wind power development. As offshore wind farm development has approached saturation, offshore wind farm development is increasingly underway to deep open sea. The development trend of the offshore wind turbine generator set with large megawatts is accompanied by the development direction of deep open sea, so that the diameter and the weight of the single pile foundation are continuously increased, and a serious challenge is provided for the construction of the offshore wind turbine foundation. Especially, if soft soil layers are encountered in the pile sinking process, the problems of pile sliding or overlarge self sinking and the like are directly caused, and unpredictable risks are brought to the pile sinking construction of the single pile foundation in the deep water area.
Disclosure of Invention
The invention provides the anti-slip steel pipe pile suitable for the large megawatt offshore wind turbine and the optimization method thereof, which can effectively increase the side friction resistance, accurately estimate the side friction resistance of the anti-slip steel pipe pile, obviously reduce the pile sliding risk in the pile foundation pile sinking process and ensure the pile sinking construction safety.
In order to solve the technical problem, a first aspect of the present invention provides an optimization method of a slide-proof steel pipe pile suitable for a large megawatt offshore wind turbine, comprising:
establishing an anti-slip steel pipe pile SACS model; the SACS model comprises preset annular rib plates and support plates, wherein the preset annular rib plates and the support plates are arranged at the setting height of the steel pipe pile, and the preset annular rib plates are arranged in number;
combining a plurality of preset environmental loads to form a least favorable load combination, and inputting the least favorable load combination into the SACS model;
carrying out bearing capacity analysis and steel pipe pile piling analysis on the SACS model in a circulating way, determining the bearing capacity of the steel pipe pile and the predicted sliding pile height, adjusting the set height and the number of circumferential rib plates until the mud entering speed of the steel pipe pile is smaller than a preset speed threshold value and the bearing capacity of the steel pipe pile is larger than the bearing capacity required by the offshore wind turbine, outputting the current predicted sliding pile height and the number of circumferential rib plates, and determining the set height of the anti-sliding steel pipe pile and the number of circumferential rib plates;
and taking the set height and the number of the annular rib plates of the anti-slip steel pipe pile as structural optimization parameters of the anti-slip steel pipe pile, and applying the structural optimization parameters to the optimized structural design of the anti-slip steel pipe pile.
Further, carrying out bearing capacity analysis and steel pipe pile driving analysis on the SACS model, determining the bearing capacity of the steel pipe pile and the predicted pile sliding height, and adjusting the setting height and the number of the annular rib plates, wherein the method specifically comprises the following steps:
carrying out bearing capacity analysis on the SACS model, and determining the current bearing capacity of the steel pipe pile;
carrying out steel pipe pile driving analysis on the SACS model, and determining the current predicted pile sliding height and the mud entering speed;
after model analysis is completed, the set height is adjusted to the current predicted pile height, and a preset value is added on the basis of the number of the current annular rib plates.
Further, the bearing capacity required by the offshore wind turbine comprises side friction resistance between pile soil and pile end resistance between pile soil;
the side friction resistance between pile soil is calculated according to the circumference of the steel pipe pile, the circumference of the annular rib plate and the end area of the annular rib plate, and specifically comprises the following steps:
wherein Q is d Is the side friction resistance between piles and soil; gamma ray R Is the axial bearing capacity resistance coefficient of the pile; u (U) 1 The circumference of the steel pipe pile is; u (U) 2 Is the circumference of the circumferential rib plate; q fi The side friction of each layer of soil; l (L) i The thickness of each layer of soil; η is a pile end blocking benefit coefficient; q R The standard value of pile end resistance is used; a is that 2 Is the end area of the annular rib plate;
pile end resistance between pile soil is calculated according to the circumference of the steel pipe pile, and specifically comprises the following steps:
wherein T is d Resistance of pile ends among pile soil; gamma ray R Is the axial bearing capacity resistance coefficient of the pile; u (U) 1 The circumference of the steel pipe pile is; zeta type toy i Is a pull-out resistance reduction coefficient; q fi The side friction of each layer of soil; l (L) i The thickness of each layer of soil.
Further, the circumference of the steel pipe pile, the circumference of the annular rib plate and the area of the end part of the annular rib plate are calculated according to preset parameters of the steel pipe pile;
the calculation formula of the perimeter of the steel pipe pile is as follows:
U 1 ＝πD
wherein U is 1 The circumference of the steel pipe pile is; d is the diameter of the steel pipe pile;
the circumferential rib plate perimeter has the following calculation formula:
wherein U is 2 Is the circumference of the circumferential rib plate; w (w) 1 The width of a trapezoid section in the annular rib plate; h is a 1 Is the height of a trapezoid cross section; h is a 2 The height of the trapezoid section closest to the steel pipe pile; x is the group number of the trapezoid cross section;
the calculation formula of the end area of the annular rib plate is as follows:
wherein A is 2 Is the end area of the annular rib plate; d is the diameter of the steel pipe pile; h is a 1 Is the height of a trapezoid cross section; w (w) 1 The width of a trapezoid section in the annular rib plate; alpha is the included angle between the height of the trapezoid cross section and the bevel edge; x is the number of groups of trapezoidal cross sections.
Further, the preset number is increased based on the number of the current circumferential rib plates, specifically:
the preset number is an even number.
The invention provides an optimization method of an anti-slip steel pipe pile suitable for a large megawatt offshore wind turbine, which comprises the steps of presetting the set heights of annular rib plates and supporting plates and the number parameters of the annular rib plates in a model by establishing an anti-slip steel pipe pile SACS model, carrying out bearing capacity analysis and steel pipe pile piling analysis on the model in a circulating way, determining the bearing capacity of the steel pipe pile and the predicted slip pile height, adjusting the set heights and the number of the annular rib plates, determining the set heights and the number of the annular rib plates recorded by the current model when the circulating result is that the steel pipe pile has no slip pile risk, and applying the set heights and the number of the annular rib plates as structural optimization parameters of the anti-slip steel pipe pile to the optimized structural design of the anti-slip steel pipe pile. According to the invention, the annular rib plates and the supporting plates are arranged below the steel pipe pile, so that the contact area of the pile foundation and the soil body can be increased, the side friction resistance is effectively increased, the side friction resistance of the anti-slip steel pipe pile is accurately estimated through the SACS model, the pile slipping risk in the pile foundation pile sinking process is obviously reduced, and the pile sinking construction safety is ensured.
A second aspect of the present invention provides a slip resistant steel pipe pile suitable for use in a large megawatt offshore wind turbine, comprising: the steel pipe pile, a plurality of annular rib plates and a supporting plate;
the annular rib plate and the supporting plate are arranged in the lower part of the steel pipe pile;
the annular rib plate is of a waveform section and is formed by splicing a plurality of trapezoid sections in an annular way;
the annular rib plate is connected with the steel pipe pile through the supporting plate;
the middle parts of the steel pipe piles and the annular rib plates are hollow;
and the connection mode between the annular rib plate and the supporting plate and the connection mode between the annular rib plate and the steel pipe pile are double-sided groove penetration welding.
Further, the circumferential rib plate is a waveform section and is formed by splicing a plurality of trapezoid sections in a circumferential direction, and the method further comprises the following steps:
the number of the trapezoid sections is set according to the diameter of the steel pipe pile;
the number of support plates corresponds to the number of trapezoidal sections.
Further, the anti-slip steel pipe pile suitable for the large megawatt offshore wind turbine further comprises:
the optimization method of the anti-slip steel pipe pile suitable for the large megawatt offshore wind turbine, which is disclosed by the claims 1 to 5, wherein the set height and the number of the annular rib plates and the support plates are determined;
and optimizing the structure of the anti-slip steel pipe pile according to the determined setting height of the annular rib plates and the support plates in the steel pipe pile and the number of the annular rib plates.
The invention provides a slide-proof steel pipe pile suitable for a large megawatt offshore wind turbine, which comprises a plurality of annular rib plates and a supporting plate, wherein the slide-proof device is arranged below the steel pipe pile, and the slide-proof device increases the stress area between a structure and a soil body and can provide larger side friction resistance, so that the risk of slide-proof of the steel pipe pile with an oversized diameter can be effectively reduced; the parts of the anti-slip steel pipe pile are connected by adopting a double-sided groove penetration welding mode, so that the firmness of the whole structure is enhanced.
A third aspect of the present invention provides an optimizing apparatus for jetting a slide-proof steel pipe pile suitable for a large megawatt offshore wind turbine, comprising: the system comprises a model building module, a combination module, a circulation module and a parameter determination module;
the model building module is used for building an anti-slip steel pipe pile SACS model; the SACS model comprises preset annular rib plates and support plates, wherein the preset annular rib plates and the support plates are arranged at the setting height of the steel pipe pile, and the preset annular rib plates are arranged in number;
the combination module is used for combining a plurality of preset environmental loads to form a least favorable load combination, and inputting the least favorable load combination into the SACS model;
the circulation module is used for carrying out bearing capacity analysis and steel pipe pile piling analysis on the SACS model in a circulating way, determining the bearing capacity of the steel pipe pile and the predicted sliding pile height, adjusting the set height and the number of the annular rib plates until the mud entering speed of the steel pipe pile is smaller than a preset speed threshold value and the bearing capacity of the steel pipe pile is larger than the bearing capacity required by the offshore wind turbine, outputting the current predicted sliding pile height and the number of the annular rib plates, and determining the set height of the anti-sliding steel pipe pile and the number of the annular rib plates;
the parameter determining module is used for taking the set height and the number of the annular rib plates of the anti-slip steel pipe pile as the structural optimization parameters of the anti-slip steel pipe pile and applying the structural optimization parameters to the optimized structural design of the anti-slip steel pipe pile.
The invention provides an optimization device of a slide-proof steel pipe pile suitable for a large megawatt offshore wind turbine, which is based on the organic combination of modules, effectively increases the side friction resistance, accurately predicts the side friction resistance of the slide-proof steel pipe pile, obviously reduces the pile sliding risk in the pile foundation pile sinking process, and ensures the pile sinking construction safety.
Drawings
FIG. 1 is a schematic flow chart of one embodiment of a method of optimizing a anti-slip steel pipe pile for a large megawatt offshore wind turbine provided by the present invention;
FIG. 2 is a schematic flow chart of another embodiment of the method for optimizing a anti-slip steel pipe pile for a large megawatt offshore wind turbine provided by the invention;
FIG. 3 is a schematic structural view of an embodiment of a anti-slip steel pipe pile for a large megawatt offshore wind turbine provided by the present invention;
FIG. 4 is a schematic view of an embodiment of the anti-slip device according to the present invention;
FIG. 5 is a schematic view of another embodiment of the anti-slip device according to the present invention;
fig. 6 is a schematic structural view of an embodiment of an optimization apparatus for a slide-proof steel pipe pile for a large megawatt offshore wind turbine provided by the invention.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Example 1
Referring to fig. 1, a schematic flow chart of an embodiment of an optimization method of a anti-slip steel pipe pile suitable for a large megawatt offshore wind turbine provided by the invention is shown, and the method comprises steps 101 to 104, wherein the steps are as follows:
step 101: establishing an anti-slip steel pipe pile SACS model; the SACS model comprises preset annular rib plates, preset setting heights of the support plates on the steel pipe piles and preset number of the annular rib plates.
Step 102: combining preset environmental loads to form a least favorable load combination, and inputting the least favorable load combination into the SACS model.
Step 103: and carrying out bearing capacity analysis and steel pipe pile piling analysis on the SACS model in a circulating way, determining the bearing capacity of the steel pipe pile and the predicted sliding pile height, adjusting the set height and the number of annular rib plates until the mud entering speed of the steel pipe pile is smaller than a preset speed threshold value and the bearing capacity of the steel pipe pile is larger than the bearing capacity required by the offshore wind turbine, outputting the current predicted sliding pile height and the number of annular rib plates, and determining the set height of the anti-sliding steel pipe pile and the number of annular rib plates.
Further, in the first embodiment of the present invention, carrying out bearing capacity analysis and steel pipe pile driving analysis on the SACS model, determining a steel pipe pile bearing capacity and a predicted pile sliding height, and adjusting the set height and the number of the circumferential rib plates, specifically:
carrying out bearing capacity analysis on the SACS model, and determining the current bearing capacity of the steel pipe pile;
carrying out steel pipe pile driving analysis on the SACS model, and determining the current predicted pile sliding height and the mud entering speed;
after model analysis is completed, the set height is adjusted to the current predicted pile height, and a preset value is added on the basis of the number of the current annular rib plates.
Further, in the first embodiment of the present invention, the required bearing capacity of the offshore wind turbine includes the side friction resistance between pile and soil and the pile tip resistance between pile and soil;
the side friction resistance between pile soil is calculated according to the circumference of the steel pipe pile, the circumference of the annular rib plate and the end area of the annular rib plate, and specifically comprises the following steps:
wherein Q is d Is the side between piles and soilFriction resistance; gamma ray R Is the axial bearing capacity resistance coefficient of the pile; u (U) 1 The circumference of the steel pipe pile is; u (U) 2 Is the circumference of the circumferential rib plate; q fi The side friction of each layer of soil; l (L) i The thickness of each layer of soil; η is a pile end blocking benefit coefficient; q R The standard value of pile end resistance is used; a is that 2 Is the end area of the annular rib plate;
pile end resistance between pile soil is calculated according to the circumference of the steel pipe pile, and specifically comprises the following steps:
wherein T is d Resistance of pile ends among pile soil; gamma ray R Is the axial bearing capacity resistance coefficient of the pile; u (U) 1 The circumference of the steel pipe pile is; zeta type toy i Is a pull-out resistance reduction coefficient; q fi The side friction of each layer of soil; l (L) i The thickness of each layer of soil.
Further, in the first embodiment of the present invention, the circumference of the steel pipe pile, the circumference of the circumferential rib plate, and the end area of the circumferential rib plate are calculated according to preset parameters of the steel pipe pile;
the calculation formula of the perimeter of the steel pipe pile is as follows:
U 1 ＝πD
wherein U is 1 The circumference of the steel pipe pile is; d is the diameter of the steel pipe pile;
the circumferential rib plate perimeter has the following calculation formula:
wherein U is 2 Is the circumference of the circumferential rib plate; w (w) 1 The width of a trapezoid section in the annular rib plate; h is a 1 Is the height of a trapezoid cross section; h is a 2 The height of the trapezoid section closest to the steel pipe pile; x is the group number of the trapezoid cross section;
the calculation formula of the end area of the annular rib plate is as follows:
wherein A is 2 Is the end area of the annular rib plate; d is the diameter of the steel pipe pile; h is a 1 Is the height of a trapezoid cross section; w (w) 1 The width of a trapezoid section in the annular rib plate; alpha is the included angle between the height of the trapezoid cross section and the bevel edge; x is the number of groups of trapezoidal cross sections.
Further, in the first embodiment of the present invention, a preset number is added based on the number of the current circumferential ribs, specifically:
the preset number is an even number.
In the first embodiment of the invention, the annular rib plates and the supporting plates can greatly increase the stress area between the steel pipe pile structure and the soil body in the pile sinking process, so that larger side friction resistance is provided, and further, the risk of pile slipping of the steel pipe pile with ultra-large diameter can be effectively reduced. The setting height of the annular rib plate and the supporting plate arranged on the steel pipe pile can be compared and determined according to the side friction of the anti-slip device and the side friction of the steel pipe pile without the anti-slip device.
As an example of the first embodiment of the present invention, an ultra-large diameter anti-slip steel pipe pile SACS model is established, the setting height of the annular rib plates and the supporting plates arranged on the steel pipe pile in the model is 3m, and the number of the annular rib plates in the annular direction is 6; the preset parameters can be preset according to the geological conditions of the target offshore wind farm, for example, if the geological conditions are poor and most soft clay is used, the preset set height and the number of the annular rib plates can be slightly larger, and if the geological conditions are good and most sand is used, the preset set height and the number of the annular rib plates can be slightly smaller. In addition, applying an upper wind turbine load, a wind wave current and other environmental loads on the SACS model and carrying out the most unfavorable load combination; the wind turbine load and the wind wave and current load on the upper part are applied, the marine environment influences such as marine organism corrosion and the like are considered, and the accumulated fatigue damage calculation is considered according to 25 years. After parameter setting is completed, carrying out bearing capacity analysis and steel pipe pile piling analysis on the SACS model, after the bearing capacity and slide pile height prediction analysis of the steel pipe pile are determined, increasing the set heights of the annular rib plates and the support plates to the predicted slide pile height, increasing the number of the annular rib plates by 2, and recording the bearing capacity and slide pile height prediction of the steel pipe pile; and after the parameters of the set heights of the annular rib plates and the support plates and the number of the annular rib plates are updated, repeatedly analyzing the SACS model until the current steel pipe pile has no pile sliding risk and the bearing capacity of the steel pipe pile is larger than the bearing capacity required by the offshore wind turbine, and determining the bearing capacity and the pile sliding height of the steel pipe pile. The bearing capacity of the steel pipe pile is obtained through SACS model analysis and calculation, the bearing capacity required by the offshore wind turbine is obtained through calculating the side friction resistance between pile soil and the pile end resistance between pile soil according to parameters of the steel pipe pile, and when the bearing capacity required by the offshore wind turbine is smaller than the bearing capacity of the steel pipe pile calculated through the model, the steel pipe pile can be guaranteed to have no pile slipping risk.
In the first embodiment of the invention, the SACS model is analyzed by circulation, and when the set height of the annular rib plates and the supporting plates and the number of the annular rib plates are adjusted, the area of the end parts of the annular rib plates is increased when the number of the annular rib plates is increased, namely the stress area of the anti-slip device is increased, so that the side friction resistance between pile soil can be increased; and the side friction resistance between pile soil is also increased when the setting height of the annular rib plates and the supporting plates is increased, so that the pile sliding risk is reduced.
As an example of the first embodiment of the present invention, referring to fig. 2, a schematic flow chart of another embodiment of the optimization method of the anti-slip steel pipe pile suitable for the large megawatt offshore wind turbine provided by the present invention is that for the number of the annular rib plates and the support plates with different setting heights and the number of the annular rib plates, the comparison result of the bearing capacity of the steel pipe pile and the height of the slip pile corresponding to the number of the annular rib plates is provided. As can be seen from the data in fig. 2, the anti-slip device composed of the circumferential rib plate and the supporting plate has a remarkable improvement on the side friction resistance, and the improvement effect of the anti-compression side friction resistance is better than that of the anti-pulling side friction resistance; along with the increase of the range of the anti-slip device, the lifting amplitude of the side friction is gradually reduced, and the side friction effect is improved by up to 35% according to the increase of the height of the annular rib plate and the supporting plate of the pile sliding risk; although the number of the annular rib plates is increased gradually, the increasing effect is slightly smaller, and the side friction resistance tends to be in a stable state when the number of the annular rib plates is increased to 12.
Step 104: and taking the set height and the number of the annular rib plates of the anti-slip steel pipe pile as structural optimization parameters of the anti-slip steel pipe pile, and applying the structural optimization parameters to the optimized structural design of the anti-slip steel pipe pile.
In summary, the first embodiment of the invention provides an optimization method of a sliding-proof steel pipe pile suitable for a large megawatt offshore wind turbine, by establishing a sliding-proof steel pipe pile SACS model, presetting the set heights of annular rib plates and supporting plates and the number parameters of the annular rib plates in the model, carrying out bearing capacity analysis and steel pipe pile driving analysis on the model in a circulating way, determining the bearing capacity of the steel pipe pile and the predicted sliding pile height, adjusting the set heights and the number of the annular rib plates, and determining the set heights and the number of the annular rib plates recorded by the current model when the circulating result is that the steel pipe pile has no sliding pile risk, and using the set heights and the number of the annular rib plates as structural optimization parameters of the sliding-proof steel pipe pile to be applied to the optimized structural design of the sliding-proof steel pipe pile. According to the invention, the annular rib plates and the supporting plates are arranged below the steel pipe pile, so that the contact area of the pile foundation and the soil body can be increased, the side friction resistance is effectively increased, the side friction resistance of the anti-slip steel pipe pile is accurately estimated through the SACS model, the pile slipping risk in the pile foundation pile sinking process is obviously reduced, and the pile sinking construction safety is ensured.
In the case of example 2,
referring to fig. 2, a schematic structural view of an embodiment of a slide-proof steel pipe pile suitable for a large megawatt offshore wind turbine provided by the invention is provided, wherein the slide-proof steel pipe pile comprises a steel pipe pile, a plurality of circumferential rib plates and a supporting plate;
the annular rib plate and the supporting plate are arranged in the lower part of the steel pipe pile;
the annular rib plate is a wave-shaped section and is formed by splicing a plurality of trapezoid sections in an annular way;
the annular rib plate is connected with the steel pipe pile through the supporting plate;
the middle parts of the steel pipe piles and the annular rib plates are hollow;
the connection mode between the annular rib plate and the supporting plate and the connection mode between the annular rib plate and the steel pipe pile are double-sided groove penetration welding.
Further, in the second embodiment of the present invention, the circumferential rib plate is a wave-shaped section, and is formed by splicing a plurality of trapezoid sections in a circumferential direction, and further includes:
the number of the trapezoid sections is set according to the diameter of the steel pipe pile;
the number of support plates corresponds to the number of trapezoidal sections.
Further, in a second embodiment of the present invention, a roll-proof steel pipe pile suitable for a large megawatt offshore wind turbine further comprises:
according to the first aspect and the optimization method of the anti-slip steel pipe pile applicable to the large megawatt offshore wind turbine, which is described in any embodiment of the first aspect, the setting height and the number of the annular rib plates and the supporting plates arranged on the steel pipe pile are determined;
and optimizing the structure of the anti-slip steel pipe pile according to the determined setting height of the annular rib plates and the support plates in the steel pipe pile and the number of the annular rib plates.
As an example of the second embodiment of the present invention, referring to fig. 3, a schematic structural diagram of an embodiment of the anti-slip steel pipe pile suitable for a large megawatt offshore wind turbine provided by the present invention includes: the steel pipe pile comprises a steel pipe pile 1, a circumferential rib plate 2 and a supporting plate 3, wherein the circumferential rib plate 2 and the supporting plate 3 are arranged in the steel pipe pile below, the circumferential rib plate 2 is connected with the steel pipe pile 1 through the supporting plate 3, the middle of the steel pipe pile 1 and the middle of the circumferential rib plate 2 are in a hollowed-out mode, and the connection mode between the circumferential rib plate 2 and the supporting plate 3 and the connection mode between the circumferential rib plate 2 and the steel pipe pile 1 are double-sided groove penetration welding. Referring to fig. 4, a schematic structural diagram of an embodiment of the anti-slip device provided by the invention is provided, the anti-slip device is arranged below an anti-slip steel pipe pile, is arranged inside the anti-slip steel pipe pile, and is composed of a plurality of annular rib plates 2 and a supporting plate 3, wherein the annular rib plates 2 are formed by splicing a plurality of trapezoid cross sections in an annular way. Referring to fig. 5, a schematic structural view of another embodiment of the anti-slip device provided by the present invention is a top view of the anti-slip device, where D is a diameter of a steel pipe pile; h is a 1 Is the height of a trapezoid cross section; h is a 2 The height of the trapezoid section closest to the steel pipe pile; w (w) 1 The width of a trapezoid section in the annular rib plate; alpha is the included angle between the height of the trapezoid cross section and the oblique side. The number of the trapezoid cross sections forming the annular rib plates 2 is flexibly set according to the diameter of the steel pipe pile 1, the steel pipe pile 1 is connected with the annular rib plates 2 through the supporting plates 3, the number of the supporting plates 3 is consistent with the number of the trapezoid cross sections in the annular rib plates, and the width range of the supporting plates 3 can be 500 mm-7000 mm. The backup pad 3 not only plays the effect of connecting steel-pipe pile 1 and annular rib plate 2, can also prevent the deformation of annular rib plate 2 under the soil body backlog, prevents that the 1 lower part of steel-pipe pile and annular rib plate 2 from taking place longitudinal buckling, has guaranteed the whole atress's of structure ability.
In summary, the second embodiment of the invention provides an anti-slip steel pipe pile suitable for a large megawatt offshore wind turbine, a plurality of annular rib plates and supporting plates form an anti-slip device, the anti-slip device is arranged below the steel pipe pile, the anti-slip device increases the stress area between a structure and a soil body, and larger side friction resistance can be provided, so that the risk of slipping the steel pipe pile with an oversized diameter can be effectively reduced; the parts of the anti-slip steel pipe pile are connected by adopting a double-sided groove penetration welding mode, so that the firmness of the whole structure is enhanced.
Example 3
Referring to fig. 6, a schematic structural diagram of an embodiment of an optimization device for a anti-slip steel pipe pile suitable for a large megawatt offshore wind turbine provided by the invention includes a model building module 201, a combining module 202, a circulating module 203 and a parameter determining module 204;
the model building module 201 is used for building a slide-proof steel pipe pile SACS model; the SACS model comprises preset annular rib plates and support plates, wherein the preset annular rib plates and the support plates are arranged at the setting height of the steel pipe pile, and the preset annular rib plates are arranged in number;
the combination module 202 is configured to combine preset environmental loads to form a least favorable load combination, and input the least favorable load combination to the SACS model;
the circulation module 203 is configured to perform bearing capacity analysis and steel pipe pile piling analysis on the SACS model in a circulating manner, determine a steel pipe pile bearing capacity and a predicted slip pile height, adjust the set height and the number of circumferential ribs until a mud-in speed of the steel pipe pile is less than a preset speed threshold and the steel pipe pile bearing capacity is greater than a bearing capacity required by the offshore wind turbine, output a current predicted slip pile height and the number of circumferential ribs, and determine a set height of an anti-slip steel pipe pile and the number of circumferential ribs;
the parameter determining module 204 is configured to apply the set height and the number of circumferential ribs of the anti-slip steel pipe pile as structural optimization parameters of the anti-slip steel pipe pile to an optimized structural design of the anti-slip steel pipe pile.
Further, in the third embodiment of the present invention, carrying out bearing capacity analysis and steel pipe pile driving analysis on the SACS model, determining a steel pipe pile bearing capacity and a predicted pile sliding height, and adjusting the set height and the number of the circumferential rib plates, specifically:
carrying out bearing capacity analysis on the SACS model, and determining the current bearing capacity of the steel pipe pile;
carrying out steel pipe pile driving analysis on the SACS model, and determining the current predicted pile sliding height and the mud entering speed;
after model analysis is completed, the set height is adjusted to the current predicted pile height, and a preset value is added on the basis of the number of the current annular rib plates.
Further, in the third embodiment of the present invention, the required bearing capacity of the offshore wind turbine includes the side friction resistance between pile and soil and the pile tip resistance between pile and soil;
the side friction resistance between pile soil is calculated according to the circumference of the steel pipe pile, the circumference of the annular rib plate and the end area of the annular rib plate, and specifically comprises the following steps:
wherein Q is d Is the side friction resistance between piles and soil; gamma ray R Is the axial bearing capacity resistance coefficient of the pile; u (U) 1 The circumference of the steel pipe pile is; u (U) 2 Is the circumference of the circumferential rib plate; q fi The side friction of each layer of soil; l (L) i The thickness of each layer of soil; eta is pileEnd block benefit coefficient; q R The standard value of pile end resistance is used; a is that 2 Is the end area of the annular rib plate;
pile end resistance between pile soil is calculated according to the circumference of the steel pipe pile, and specifically comprises the following steps:
wherein T is d Resistance of pile ends among pile soil; gamma ray R Is the axial bearing capacity resistance coefficient of the pile; u (U) 1 The circumference of the steel pipe pile is; zeta type toy i Is a pull-out resistance reduction coefficient; q fi The side friction of each layer of soil; l (L) i The thickness of each layer of soil.
Further, in the third embodiment of the present invention, the circumference of the steel pipe pile, the circumference of the circumferential rib plate, and the end area of the circumferential rib plate are calculated according to preset parameters of the steel pipe pile;
the calculation formula of the perimeter of the steel pipe pile is as follows:
U 1 ＝πD
wherein U is 1 The circumference of the steel pipe pile is; d is the diameter of the steel pipe pile;
the circumferential rib plate perimeter has the following calculation formula:
wherein U is 2 Is the circumference of the circumferential rib plate; w (w) 1 The width of a trapezoid section in the annular rib plate; h is a 1 Is the height of a trapezoid cross section; h is a 2 The height of the trapezoid section closest to the steel pipe pile; x is the group number of the trapezoid cross section;
the calculation formula of the end area of the annular rib plate is as follows:
wherein A is 2 Is the end area of the annular rib plate; d is the diameter of the steel pipe pile; h is a 1 Is the height of a trapezoid cross section; w (w) 1 The width of a trapezoid section in the annular rib plate; alpha is the included angle between the height of the trapezoid cross section and the bevel edge; x is the number of groups of trapezoidal cross sections.
Further, in the third embodiment of the present invention, a preset number is added on the basis of the number of the current circumferential ribs, specifically:
the preset number is an even number.
In summary, the third embodiment of the invention provides an optimization device of the anti-slip steel pipe pile suitable for a large megawatt offshore wind turbine, which is based on the organic combination among modules, effectively increases the side friction resistance, accurately predicts the side friction resistance of the anti-slip steel pipe pile, obviously reduces the pile sliding risk in the pile foundation pile sinking process, and ensures the pile sinking construction safety.
The foregoing embodiments have been provided for the purpose of illustrating the general principles of the present invention, and are not to be construed as limiting the scope of the invention. It should be noted that any modifications, equivalent substitutions, improvements, etc. made by those skilled in the art without departing from the spirit and principles of the present invention are intended to be included in the scope of the present invention.
Claims (10)
1. An optimization method of a slide-proof steel pipe pile suitable for a large megawatt offshore wind turbine is characterized by comprising the following steps:
establishing an anti-slip steel pipe pile SACS model; the SACS model comprises preset annular rib plates and support plates, wherein the preset annular rib plates and the support plates are arranged at the setting height of the steel pipe pile, and the preset annular rib plates are arranged in number;
combining a plurality of preset environmental loads to form a least favorable load combination, and inputting the least favorable load combination into the SACS model;
carrying out bearing capacity analysis and steel pipe pile piling analysis on the SACS model in a circulating way, determining the bearing capacity of the steel pipe pile and the predicted sliding pile height, adjusting the set height and the number of circumferential rib plates until the mud entering speed of the steel pipe pile is smaller than a preset speed threshold value and the bearing capacity of the steel pipe pile is larger than the bearing capacity required by the offshore wind turbine, outputting the current predicted sliding pile height and the number of circumferential rib plates, and determining the set height of the anti-sliding steel pipe pile and the number of circumferential rib plates;
and taking the set height and the number of the annular rib plates of the anti-slip steel pipe pile as structural optimization parameters of the anti-slip steel pipe pile, and applying the structural optimization parameters to the optimized structural design of the anti-slip steel pipe pile.
2. The optimization method of the anti-slip steel pipe pile suitable for the large megawatt offshore wind turbine according to claim 1, wherein the carrying capacity analysis and the steel pipe pile piling analysis are carried out on the SACS model, the carrying capacity and the predicted slip pile height of the steel pipe pile are determined, and the setting height and the number of the circumferential rib plates are adjusted specifically as follows:
carrying out bearing capacity analysis on the SACS model, and determining the current bearing capacity of the steel pipe pile;
carrying out steel pipe pile driving analysis on the SACS model, and determining the current predicted pile sliding height and the mud entering speed;
after model analysis is completed, the set height is adjusted to the current predicted pile height, and a preset value is added on the basis of the number of the current annular rib plates.
3. The optimization method of the anti-slip steel pipe pile suitable for the large megawatt offshore wind turbine according to claim 1, wherein the bearing capacity required by the offshore wind turbine comprises side friction resistance between pile soil and pile end resistance between pile soil;
the side friction resistance between pile soil is calculated according to the circumference of the steel pipe pile, the circumference of the annular rib plate and the end area of the annular rib plate, and specifically comprises the following steps:
wherein Q is d Is the side friction resistance between piles and soil; gamma ray R Is the axial bearing capacity resistance coefficient of the pile; u (U) 1 The circumference of the steel pipe pile is; u (U) 2 Is circumferentialPerimeter of rib plate; q fi The side friction of each layer of soil; l (L) i The thickness of each layer of soil; η is a pile end blocking benefit coefficient; q R The standard value of pile end resistance is used; a is that 2 Is the end area of the annular rib plate;
pile end resistance between pile soil is calculated according to the circumference of the steel pipe pile, and specifically comprises the following steps:
wherein T is d Resistance of pile ends among pile soil; gamma ray R Is the axial bearing capacity resistance coefficient of the pile; u (U) 1 The circumference of the steel pipe pile is; zeta type toy i Is a pull-out resistance reduction coefficient; q fi The side friction of each layer of soil; l (L) i The thickness of each layer of soil.
4. The optimization method of the anti-slip steel pipe pile suitable for the large megawatt offshore wind turbine according to claim 3, wherein the circumference of the steel pipe pile, the circumference of the circumferential rib plate and the end area of the circumferential rib plate are calculated according to preset parameters of the steel pipe pile;
the calculation formula of the perimeter of the steel pipe pile is as follows:
U 1 ＝πD
wherein U is 1 The circumference of the steel pipe pile is; d is the diameter of the steel pipe pile;
the circumferential rib plate perimeter has the following calculation formula:
wherein U is 2 Is the circumference of the circumferential rib plate; w (w) 1 The width of a trapezoid section in the annular rib plate; h is a 1 Is the height of a trapezoid cross section; h is a 2 The height of the trapezoid section closest to the steel pipe pile; x is the group number of the trapezoid cross section;
the calculation formula of the end area of the annular rib plate is as follows:
wherein A is 2 Is the end area of the annular rib plate; d is the diameter of the steel pipe pile; h is a 1 Is the height of a trapezoid cross section; w (w) 1 The width of a trapezoid section in the annular rib plate; alpha is the included angle between the height of the trapezoid cross section and the bevel edge; x is the number of groups of trapezoidal cross sections.
5. The optimization method of the anti-slip steel pipe pile suitable for the large megawatt offshore wind turbine according to claim 2, wherein the preset number is increased based on the number of the current annular rib plates, specifically:
the preset number is an even number.
6. Anti-slip steel pipe pile suitable for large megawatt offshore wind turbine, characterized by comprising: the steel pipe pile, a plurality of annular rib plates and a supporting plate;
the annular rib plate and the supporting plate are arranged in the lower part of the steel pipe pile;
the annular rib plate is of a waveform section and is formed by splicing a plurality of trapezoid sections in an annular way;
the annular rib plate is connected with the steel pipe pile through the supporting plate;
the middle parts of the steel pipe piles and the annular rib plates are hollow;
and the connection mode between the annular rib plate and the supporting plate and the connection mode between the annular rib plate and the steel pipe pile are double-sided groove penetration welding.
7. The anti-slip steel pipe pile applicable to a large megawatt offshore wind turbine according to claim 6, wherein the circumferential rib plate is a wave-shaped section and is formed by splicing a plurality of trapezoid sections in a circumferential direction, and the anti-slip steel pipe pile further comprises:
the number of the trapezoid sections is set according to the diameter of the steel pipe pile;
the number of support plates corresponds to the number of trapezoidal sections.
8. The anti-slip steel pipe pile suitable for use in a high megawatt offshore wind turbine of claim 6, further comprising:
the optimization method of the anti-slip steel pipe pile suitable for the large megawatt offshore wind turbine, which is disclosed by the claims 1 to 5, wherein the set height and the number of the annular rib plates and the support plates are determined;
and optimizing the structure of the anti-slip steel pipe pile according to the determined setting height of the annular rib plates and the support plates in the steel pipe pile and the number of the annular rib plates.
9. An optimization device of anti-slip steel pipe pile suitable for large megawatt offshore wind turbine, which is characterized by comprising: the system comprises a model building module, a combination module, a circulation module and a parameter determination module;
the model building module is used for building an anti-slip steel pipe pile SACS model; the SACS model comprises preset annular rib plates and support plates, wherein the preset annular rib plates and the support plates are arranged at the setting height of the steel pipe pile, and the preset annular rib plates are arranged in number;
the combination module is used for combining a plurality of preset environmental loads to form a least favorable load combination, and inputting the least favorable load combination into the SACS model;
the circulation module is used for carrying out bearing capacity analysis and steel pipe pile piling analysis on the SACS model in a circulating way, determining the bearing capacity of the steel pipe pile and the predicted sliding pile height, adjusting the set height and the number of the annular rib plates until the mud entering speed of the steel pipe pile is smaller than a preset speed threshold value and the bearing capacity of the steel pipe pile is larger than the bearing capacity required by the offshore wind turbine, outputting the current predicted sliding pile height and the number of the annular rib plates, and determining the set height of the anti-sliding steel pipe pile and the number of the annular rib plates;
the parameter determining module is used for taking the set height and the number of the annular rib plates of the anti-slip steel pipe pile as the structural optimization parameters of the anti-slip steel pipe pile and applying the structural optimization parameters to the optimized structural design of the anti-slip steel pipe pile.
10. A computer readable storage medium having stored therein at least one computer instruction loaded and executed by a processor to implement the steps performed in the method of optimizing a roll-resistant steel pipe pile for a large megawatt offshore wind turbine of any one of claims 1 to 5.
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