Dynamic prediction method for construction insertion depth of offshore wind power installation platform ship
By obtaining soil layer data and determining failure modes, the shear strength of the soil is updated, solving the problem of large errors in the prediction of the insertion depth of offshore wind power installation platforms, and achieving more accurate construction insertion depth prediction and improved safety.
Patent Information
- Application Number
- CN202510539949.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-04-27
- Publication Date
- 2025-09-19
AI Technical Summary
In the existing technology, the exploration data of the offshore wind power installation platform ship and the soil parameters during on-site operations are too different, resulting in large errors in the prediction of the insertion depth and increasing construction risks.
Through exploration, soil layer data is obtained to generate the corresponding relationship between the initial insertion depth and bearing capacity. The failure mode is determined according to the soil layer distribution, the comprehensive shear strength of the soil is updated, the corresponding relationship between the actual insertion depth and bearing capacity is calculated, and the soil parameters are corrected in real time to improve the accuracy of the insertion depth prediction.
The error in the prediction of the insertion depth is reduced, the construction safety is improved, and the insertion depth can be accurately predicted even when the exploration hole is far away from the construction point, thus reducing the construction risk.
Smart Images
Figure CN120671573A_ABST
Abstract
Description
Technical Field
[0001] The present invention relates to the field of offshore wind power construction, and in particular to a method for dynamically predicting the insertion depth of an offshore wind power installation platform vessel during construction. Background Art
[0002] In offshore wind power projects, the installation construction period of a single unit on a wind turbine installation platform vessel is short, and frequent leg insertion and extraction operations are required. Therefore, the evaluation of pile insertion and extraction operations is the key to ensuring safe operations, and the evaluation of the insertion depth of the offshore wind turbine installation platform vessel construction is an important part of it.
[0003] However, since the survey data of wind power projects serve the design and service life of wind power foundations, the location of pile insertion and extraction operations by wind power installation platform ships often deviates significantly from the location of exploration holes in geological survey data, sometimes even by more than 100 meters. However, the soil layer distribution of the exploration holes is still used in the calculation. Due to the large spatial variability of soil, the parameters obtained during on-site operations differ greatly from those obtained during theoretical calculations. Data from ongoing projects show that the maximum and minimum values of soil strength parameters can differ by as much as 5 times, and the soil parameters during construction are also different from those during the design service life. This will result in a significant difference between the actual construction insertion depth and the predicted insertion depth, bringing greater risks to construction. Summary of the Invention
[0004] The present invention provides a method for dynamically predicting the insertion depth of an offshore wind power installation platform vessel for construction, so as to solve the technical problem in the prior art that the difference between exploration data and calculations during on-site operations is too large, resulting in a large difference between the actual and predicted insertion depths, which brings construction risks.
[0005] The present invention provides a method for dynamically predicting the insertion depth of an offshore wind power installation platform vessel during construction, comprising the following steps: obtaining soil layer data through exploration, and generating a corresponding relationship between an initial insertion depth and a bearing capacity based on the soil layer data and parameters of a pile shoe and a pile leg; determining a failure mode of the pile insertion process based on the soil layer distribution in the soil layer data; determining the actual comprehensive shear strength of the soil based on the corresponding relationship between the initial insertion depth and the bearing capacity, the failure mode, and the stress at the bottom of the pile shoe; updating the comprehensive shear strength in the soil layer data to the actual comprehensive shear strength, and generating a corresponding relationship between the actual insertion depth and the bearing capacity based on the updated soil layer data; and obtaining the insertion depth of a construction point based on the corresponding relationship between the actual insertion depth and the bearing capacity.
[0006] In a further embodiment of the present invention, the bearing capacity is calculated by the following method:
[0007]
[0008] in, The vertical bearing capacity of the foundation required to achieve the preload; is the load transferred to the pile shoe; It is the buoyant weight of the filled soil during pre-ballasting; It is the buoyancy force on the volume below the maximum load-bearing cross-section of the pile shoe; The buoyant weight of the soil displaced by the volume below the maximum bearing cross-section of the pile shoe; It is the volume below the maximum bearing section of the pile shoe in the soil.
[0009] In a further embodiment of the present invention, the method for dynamically predicting the insertion depth of an offshore wind power installation platform vessel during construction further comprises the following steps: The buoyant weight of the filling soil during pre-loading is determined according to the weight of the minimum filling soil during pre-loading. The weight of the minimum filling soil during pre-loading when no backflow occurs is 0. The weight of the minimum filling soil during pre-loading when backflow occurs is obtained according to the following method:
[0010] in, is the cross-sectional area of the hole; The distance from the maximum bearing section of the pile shoe to the seabed surface; is the ultimate hole depth; is the volume of the pile shoe in the soil.
[0011] In a further embodiment of the present invention, the hole limit height is obtained according to the following scheme:
[0012]
[0013]
[0014] in, is the undrained shear strength at the ultimate hole depth; is the undrained shear strength at the seabed surface; is the rate of increase of undrained shear strength with depth; It is the width or diameter of the effective bearing surface.
[0015] In a further embodiment of the present invention, when the soil is a single clay layer and adopts a conventional failure mode, the actual comprehensive shear strength of the soil is obtained by the following method:
[0016]
[0017] in, is the stress at the bottom of the pile shoe; is the first bearing capacity coefficient; is the bearing capacity depth coefficient; Dis the distance from the maximum load-bearing section to the seabed; B is the width or diameter of the effective bearing surface; is the effective overburden pressure at the maximum bearing section of the pile shoe; is the maximum bearing cross-sectional area of the pile shoe; is the bearing capacity shape factor.
[0018] In a further embodiment of the present invention, when the thickness of the soft clay layer is small, there is a hard soil layer underneath, and the extrusion failure mode is adopted, the actual comprehensive shear strength of the soil is obtained by the following method:
[0019] T is the thickness of the soft clay layer; is the coefficient, which can be 5.00; is the coefficient, which can be 0.33; is the effective overburden pressure at the maximum bearing section of the pile shoe.
[0020] In a further embodiment of the present invention, when a sand layer covers a soft clay layer and a penetration failure mode is adopted, the actual comprehensive shear strength of the soil is obtained by the following method:
[0021]
[0022] Heavy soil ；A is the maximum bearing cross-sectional area of the pile shoe; H It is the distance from the bottom of the pile shoe to the soft soil layer.
[0023] In a further embodiment of the present invention, when a sand layer covers a soft clay layer and a penetration failure mode is adopted, the actual comprehensive shear strength of the soil is obtained by the following method:
[0024] in, is the internal friction angle of the sand layer; is the puncture failure mode parameter.
[0025] In a further embodiment of the present invention, the penetration failure mode parameter is determined based on the ratio of the bearing capacity when the soil is a single clay layer and adopts a conventional failure mode to the bearing capacity when the soil is a single homogeneous sand layer and adopts a conventional failure mode.
[0026] In a further embodiment of the present invention, when the soil is a single homogeneous sand layer and adopts a conventional failure mode, the bearing capacity is obtained by the following method:
[0027]
[0028] is the correction factor for overload depth under soil drainage conditions; is the second bearing capacity coefficient; is the third bearing capacity coefficient; is the effective overburden pressure at the maximum bearing section of the pile shoe; is the depth correction factor for bearing capacity.
[0029] Other features and advantages of the embodiments of the present invention will be described in the following detailed description. BRIEF DESCRIPTION OF THE DRAWINGS
[0030] In order to more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the specific embodiments or the description of the prior art. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.
[0031] Figure 1 This is a flow chart of the steps of the method for dynamically predicting the insertion depth of an offshore wind power installation platform vessel provided by the present invention.
[0032] Figure 2 is a volume diagram of the pile shoe in the soil; Figure 3 It is a schematic diagram of the volume below the maximum bearing section of the pile shoe in the soil; Figure 4 Schematic diagram for calculating the parameters of the puncture failure mode; Figure 5 Schematic diagram of the pile shoe status in the puncture failure mode.
[0033] Explanation of Figure Numbers 1. Pile shoe; 2. Sand layer; 3. Clay layer; 4. Unfilled part; 5. Imaginary pile shoe; DETAILED DESCRIPTION In order to make the above and other features and advantages of the present invention more clear, the present invention is further described below with reference to the accompanying drawings. It should be understood that the specific embodiments given herein are for the purpose of explaining to those skilled in the art and are only exemplary and not restrictive.
[0034] In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", "clockwise", "counterclockwise", "axial", "radial", "circumferential" and the like to indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as limiting the present invention.
[0035] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of the technical features being referred to. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "plurality" means at least two, such as two, three, etc., unless otherwise specifically defined.
[0036] In the present invention, unless otherwise specified or limited, the terms "installed," "connected," "connect," "fixed," etc. should be understood in a broad sense. For example, they can refer to fixed connection, detachable connection, or integration; mechanical connection, electrical connection; direct connection, or indirect connection through an intermediate medium; internal communication between two components, or interaction between two components, unless otherwise specified. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on specific circumstances.
[0037] In the present invention, unless otherwise expressly specified or limited, when a first feature is "above" or "below" a second feature, it may mean that the first and second features are in direct contact, or that the first and second features are in indirect contact through an intermediary. Furthermore, when a first feature is "above," "above," or "above" a second feature, it may mean that the first feature is directly above or diagonally above the second feature, or simply means that the first feature is at a higher level than the second feature. When a first feature is "below," "below," or "below" a second feature, it may mean that the first feature is directly below or diagonally below the second feature, or simply means that the first feature is at a lower level than the second feature.
[0038] In the description of this specification, the reference terms "one embodiment," "some embodiments," "example," "specific example," or "some examples" mean that the specific features, structures, materials, or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials, or characteristics described can be combined in any one or more embodiments or examples in a suitable manner. In addition, those skilled in the art can combine and combine different embodiments or examples described in this specification and features of different embodiments or examples without contradiction.
[0039] Please refer to Figure 1 The present invention provides a method for dynamically predicting the insertion depth of an offshore wind power installation platform ship, comprising the following steps: S100: obtaining soil layer data through exploration, and generating a corresponding relationship between initial insertion depth and bearing capacity based on the soil layer data and parameters of the pile shoe 1 and the pile leg; When the pile shoe 1 is rectangular, the required parameters are length and width; when the pile shoe 1 is oblong, the required parameter is diameter. Furthermore, the parameters of the pile shoe 1 also require height and volume. When the pile leg is cylindrical, the required parameter is diameter; when the pile leg is truss-shaped, the required parameter is side length or perimeter. Soil layer data: comprehensive shear strength, internal friction angle, and soil weight. After obtaining the corresponding relationship between initial insertion depth and bearing capacity, an initial insertion depth-bearing capacity curve can be plotted for intuitive display.
[0040] In a further embodiment of the present invention, the bearing capacity is calculated by the following method:
[0041]
[0042] in, The vertical bearing capacity of the foundation required to achieve the preload; is the load transferred to pile shoe 1; It is the buoyant weight of the filled soil during pre-ballasting; is the buoyancy force on the volume below the maximum load-bearing cross-section of the pile shoe 1; The buoyant weight of the soil displaced by the volume below the maximum bearing section of the pile shoe 1; It is the volume below the maximum bearing section of the pile shoe 1 in the soil.
[0043] For further information, please refer to Figure 2 and Figure 3 , Figure 2 and Figure 3From left to right, they are the state of partial penetration of pile shoe 1, the state of complete penetration of pile shoe 1 and partial filling, and the state of complete penetration of pile shoe 1 and full filling. Figure 2 and Figure 3 The volume of the pile shoe 1 in the soil and the volume below the maximum bearing cross-section of the pile shoe 1 in the soil can be calculated based on the parameters of the pile shoe 1.
[0044] In a further embodiment of the present invention, the method for dynamically predicting the insertion depth of an offshore wind power installation platform vessel during construction further comprises the following steps: The buoyant weight of the filling soil during pre-loading is determined based on the weight of the minimum filling soil during pre-loading. When there is no backflow (i.e., no filling 4), the weight of the minimum filling soil during pre-loading is 0. When backflow occurs, the weight of the minimum filling soil during pre-loading is obtained according to the following method:
[0045] in, is the cross-sectional area of the hole; is the distance from the maximum bearing section of the pile shoe 1 to the seabed surface; is the ultimate hole depth; is the volume of the pile shoe 1 in the soil.
[0046] In a further embodiment of the present invention, the hole limit height is obtained according to the following scheme:
[0047]
[0048]
[0049] in, is the undrained shear strength at the ultimate hole depth; is the undrained shear strength at the seabed surface; is the rate of increase of undrained shear strength with depth; It is the width or diameter of the effective bearing surface.
[0050] In a further embodiment of the present invention, when the soil is a single clay layer 3 and adopts a conventional failure mode, the actual comprehensive shear strength of the soil is obtained by the following method:
[0051]
[0052] in, is the stress at the bottom of pile shoe 1; is the first bearing capacity coefficient; is the bearing capacity depth coefficient; Dis the distance from the maximum load-bearing section to the seabed; B is the width or diameter of the effective bearing surface; is the effective overburden pressure at the maximum bearing section of the pile shoe 1; is the maximum load-bearing cross-sectional area of pile shoe 1; is the bearing capacity shape factor.
[0053] S200: determining a failure mode of the pile insertion process according to the soil layer distribution in the soil layer data; Specifically, when the penetrated soil layer is a single clay layer 3 and a single homogeneous sand layer 2, a conventional failure mode is adopted; when the penetrated soil layer is a soft clay layer with a small thickness and there is a hard soil layer underneath, an extrusion failure mode is adopted; when the penetrated soil layer is a hard clay layer and the penetrated soil layer is a sand layer 2 covering a soft clay layer, a puncture failure mode is adopted.
[0054] S300: determining the failure mode of the pile insertion process according to the soil layer distribution in the soil layer data; determining the actual comprehensive shear strength of the soil according to the corresponding relationship between the initial insertion depth and the bearing capacity, the failure mode, and the stress at the bottom of the pile shoe 1; In a further embodiment of the present invention, when the thickness of the soft clay layer is small, there is a hard soil layer underneath, and the extrusion failure mode is adopted, the actual comprehensive shear strength of the soil is obtained by the following method:
[0055] T is the thickness of the soft clay layer; is the coefficient, which can be 5.00; is the coefficient, which can be 0.33; is the effective overburden pressure at the maximum bearing section of pile shoe 1.
[0056] In a further embodiment of the present invention, when the sand layer 2 covers the soft clay layer and the penetration failure mode is adopted, the actual comprehensive shear strength of the soil is obtained by the following method:
[0057]
[0058] Heavy soil ；A is the maximum load-bearing cross-sectional area of pile shoe 1; H It is the distance from the bottom of pile shoe 1 to the soft soil layer.
[0059] In a further embodiment of the present invention, when the sand layer 2 covers the soft clay layer and the penetration failure mode is adopted, the actual comprehensive shear strength of the soil is obtained by the following method:
[0060] in, is the internal friction angle of sand layer 2; is the puncture failure mode parameter.
[0061] Please refer to Figure 4 In a further embodiment of the present invention, the puncture failure mode parameters are determined based on the ratio of the bearing capacity when the soil is a single clay layer and adopts a conventional failure mode to the bearing capacity when a single homogeneous sand layer 2 adopts a conventional failure mode and the effective internal friction angle of the sand. Figure 4 The ratio of the bearing capacity of a single clay layer with a conventional failure mode to the bearing capacity of a single homogeneous sand layer with a conventional failure mode is Q clay / Q sand The figure shows several embodiments of the internal friction angle of the sand layer 2, which are 25°, 20°, 35°, and 40° respectively.
[0062] In a further embodiment of the present invention, when the soil is a single homogeneous sand layer 2 and a conventional failure mode is adopted, the bearing capacity is obtained by the following method:
[0063]
[0064] is the correction factor for overload depth under soil drainage conditions; is the second bearing capacity coefficient; is the third bearing capacity coefficient; is the effective overburden pressure at the maximum bearing section of the pile shoe 1; is the depth correction factor for bearing capacity.
[0065] For further information, please refer to Figure 5 , the imaginary pile shoe 5 located at the junction of the upper soil and the lower soil can also be calculated by the following method:
[0066] in is the width or diameter of the imaginary pile shoe.
[0067] S400: updating the comprehensive shear strength in the soil layer data to the actual comprehensive shear strength, and generating a corresponding relationship between the actual insertion depth and the bearing capacity based on the updated soil layer data; S500: Obtaining the insertion depth of the construction point according to the corresponding relationship between the actual insertion depth and the bearing capacity.
[0068] Among them, the first bearing capacity coefficient, the second bearing capacity coefficient and the third bearing capacity coefficient are generally selected as 5.14. When the pile shoe 1 is a circular pile shoe 1, 6.0 is desirable. Generally take 1.0; 5.00 is acceptable; 0.33 can be taken.
[0069] Furthermore, after predicting the insertion depth of the current construction point by the method provided by the present invention, the insertion depth of the next construction point can also be predicted based on the soil layer data of the current construction point.
[0070] In this solution, by combining the preload and pile shoe 1 bottom stress data obtained during the construction phase, the actual comprehensive shear strength of the soil is inverted in real time, breaking through the limitations of traditional methods that rely solely on static data from exploration holes. Even if the exploration hole deviates from the construction point by more than 100 meters, the soil parameters can still be corrected through on-site dynamic data, reducing the insertion depth prediction error to an acceptable range. Through the failure mode discrimination mechanism, the system can automatically select the impact failure mode, improving the match between the calculation and the actual situation. By developing a real-time visualization system for the corresponding relationship between insertion depth and bearing capacity, an early warning is automatically triggered when the monitoring data deviates from the predicted curve by 15%.
[0071] Although the embodiments of the present invention have been shown and described above, it will be understood that the above embodiments are illustrative and are not to be construed as limitations on the present invention. A person skilled in the art may change, modify, replace and modify the above embodiments within the scope of the present invention.
Claims
1. A method for dynamically predicting the insertion depth of an offshore wind power installation platform vessel, characterized in that: The following steps are involved: Obtain soil layer data through exploration, and generate the corresponding relationship between initial insertion depth and bearing capacity based on the soil layer data and the parameters of the pile shoe and pile leg; Determine the failure mode of the pile driving process based on the soil layer distribution in the soil layer data; The actual comprehensive shear strength of the soil is determined based on the corresponding relationship between the initial insertion depth and the bearing capacity, the failure mode and the stress at the bottom of the pile shoe; Update the comprehensive shear strength in the soil layer data to the actual comprehensive shear strength, and generate the corresponding relationship between the actual insertion depth and the bearing capacity based on the updated soil layer data; The insertion depth of the construction point is obtained based on the corresponding relationship between the actual insertion depth and the bearing capacity.
2. The method for dynamic prediction of insertion depth of offshore wind power installation platform vessel construction according to claim 1, characterized in that: The load-bearing capacity is calculated by: in, The vertical bearing capacity of the foundation required to achieve the preload; is the load transferred to the pile shoe; It is the buoyant weight of the filled soil during pre-ballasting; It is the buoyancy force on the volume below the maximum load-bearing cross-section of the pile shoe; The buoyant weight of the soil displaced by the volume below the maximum bearing cross-section of the pile shoe; It is the volume below the maximum bearing section of the pile shoe in the soil.
3. The method for dynamic prediction of insertion depth of offshore wind power installation platform vessel construction according to claim 2, characterized in that: The following steps are involved: The buoyant weight of the filling soil during pre-loading is determined according to the weight of the minimum filling soil during pre-loading. The weight of the minimum filling soil during pre-loading when no backflow occurs is 0. The weight of the minimum filling soil during pre-loading when backflow occurs is obtained according to the following method: in, is the cross-sectional area of the hole; The distance from the maximum bearing section of the pile shoe to the seabed surface; is the ultimate hole depth; is the volume of the pile shoe in the soil.
4. The method for dynamic prediction of insertion depth of offshore wind power installation platform vessel construction according to claim 3, characterized in that: The hole limit height is obtained according to the following scheme: in, is the undrained shear strength at the ultimate hole depth; is the undrained shear strength at the seabed surface; is the rate of increase of undrained shear strength with depth; It is the width or diameter of the effective bearing surface.
5. The method for dynamic prediction of insertion depth of offshore wind power installation platform vessel construction according to claim 1, characterized in that: When the soil is a single clay layer and adopts a conventional failure mode, the actual comprehensive shear strength of the soil is obtained by the following method: in, is the stress at the bottom of the pile shoe; is the first bearing capacity coefficient, usually taken as 5.14; is the bearing capacity depth coefficient; D is the distance from the maximum load-bearing section to the seabed; B is the width or diameter of the effective bearing surface; is the effective overburden pressure at the maximum bearing section of the pile shoe; is the maximum bearing cross-sectional area of the pile shoe; is the bearing capacity shape factor.
6. The method for dynamic prediction of insertion depth of offshore wind power installation platform vessel construction according to claim 1, characterized in that: When the thickness of the soft clay layer is small, there is a hard soil layer underneath, and the extrusion failure mode is adopted, the actual comprehensive shear strength of the soil is obtained by the following method: T is the thickness of the soft clay layer; is the coefficient, which can be 5.00; is the coefficient, which can be 0.33; is the effective overburden pressure at the maximum bearing section of the pile shoe.
7. The method for dynamic prediction of insertion depth of offshore wind power installation platform vessel construction according to claim 1, characterized in that: When a sand layer covers a soft clay layer and the puncture failure mode is adopted, the actual comprehensive shear strength of the soil is obtained by the following method: Heavy soil ；A is the maximum bearing cross-sectional area of the pile shoe; H It is the distance from the bottom of the pile shoe to the soft soil layer.
8. according to claim 1 Dynamic prediction method for insertion depth of offshore wind turbine installation platform vessel during construction , characterized in that, When a sand layer covers a soft clay layer and the puncture failure mode is adopted, the actual comprehensive shear strength of the soil is obtained by the following method: in, is the internal friction angle of the sand layer; is the puncture failure mode parameter.
9. The method for dynamically predicting the insertion depth of an offshore wind power installation platform vessel according to claim 7, characterized in that: The penetration failure mode parameters are determined based on the ratio of the bearing capacity when the soil is a single clay layer and adopts a conventional failure mode to the bearing capacity when the soil is a single homogeneous sand layer and adopts a conventional failure mode, as well as the effective internal friction angle of the sand.
10. The method for dynamic prediction of insertion depth of offshore wind power installation platform vessel construction according to claim 9, characterized in that: When the soil is a single homogeneous sand layer and adopts a conventional failure mode, the bearing capacity is obtained by the following method: is the correction factor for overload depth under soil drainage conditions; is the second bearing capacity coefficient; is the third bearing capacity coefficient; is the effective overburden pressure at the maximum bearing section of the pile shoe; is the depth correction factor for bearing capacity.