CN116167229A - Efficient offshore wind power pile surrounding soil resistance model algorithm and device - Google Patents
Efficient offshore wind power pile surrounding soil resistance model algorithm and device Download PDFInfo
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Abstract
The invention belongs to the technical field of computer algorithm models, and particularly relates to a high-efficiency marine wind power pile surrounding soil resistance model algorithm and a device. Wherein pile soil interaction models are respectively: and a three-spring model is adopted for the flexible pile, and a six-spring model is adopted for the semi-rigid pile and the rigid pile. The algorithm considers the offshore wind power single pile-soil interaction under the combined action of vertical load, horizontal load and overturning moment, and is more compact and higher in calculation efficiency.
Description
Technical Field
The invention belongs to the technical field of computer algorithm models, and particularly relates to an efficient marine wind power pile surrounding soil resistance model algorithm and device.
Background
Clean and sustainable development of energy has been a general concern in countries around the world since the 21 st century, and the trend of clean green energy gradually replacing traditional fossil energy has become necessary. The investment and construction of the offshore wind power are rapid, and the offshore wind power generation industry becomes an important ring of the new energy industry in China and has a great development space.
At present, common foundation forms of offshore wind turbines comprise a gravity foundation, a single pile foundation, a jacket foundation, a suction barrel foundation, a floating foundation and the like, wherein the single pile foundation is widely adopted due to the advantages of low production, transportation and assembly costs, convenient installation, clear stress form and the like, and the total installed amount of the single pile foundation accounts for 81% of all foundation forms according to the statistical data of European wind energy society 2019. According to the experience of offshore oil exploitation industry, in the area with the water depth of more than 30m, a jacket foundation is adopted in a more stable mode, and a developer prefers a single pile foundation with an ultra-large diameter due to the consideration of cost.
The single pile foundation is widely used and brings about a plurality of problems. When the fan normally operates, the single pile is required to bear vertical and horizontal loads and overturning moment transmitted by the upper structure. The existing design specifications mainly consider the effect of horizontal load, and often neglect the influence of vertical load. However, it has been shown by research that vertical loading can have a large impact on the horizontal load carrying performance of the pile. Therefore, the offshore wind power single pile-soil interaction calculation and implementation method is high-efficiency, accurate and capable of considering the combined actions of vertical load, horizontal load and overturning moment, and has great practical significance and engineering value.
Disclosure of Invention
The invention aims to provide an efficient offshore wind power pile surrounding soil resistance model algorithm and device, and aims to rapidly determine a pile body by adopting an efficient and accurate algorithm according to known external load and pile body parameters and soil layer parameters obtained by conversion of existing CPT or SPT data, so that rapid guidance is provided for offshore wind power single pile foundation design.
The invention adopts the following specific technical scheme:
an efficient offshore wind power pile surrounding soil resistance model algorithm obtains corresponding soil layer parameters by utilizing CPT or SPT data acquired on site, rapidly determines various spring parameters by adopting a simplified calculation method based on three-dimensional displacement attenuation function assumption and derivative of a variation method, and establishes a pile soil action expression based on Kinetic energy conservation, thereby rapidly and accurately calculating pile body response of an offshore wind power single pile foundation under combined load. Wherein pile soil interaction models are respectively: and a three-spring model is adopted for the flexible pile, and a six-spring model is adopted for the semi-rigid pile and the rigid pile.
And the distributed springs of each pile section are calculated by introducing a variational method simplified formula based on the assumption of a three-dimensional displacement attenuation function, and a pile soil action objective function is built based on Kinetic energy conservation.
Specifically, the method comprises the following steps:
step one, collecting characteristic data of each soil layer, pile body parameters and loads of pile tops;
constructing a pile soil action objective function by utilizing a Kinetic energy conservation principle:
wherein, by utilizing the Kinetic energy conservation principle, a pile soil action objective function is constructed, and the pile body deforms and stores energy U E The objective function of (2) is:
and (3) flexible piles:
semi-rigid piles:
rigid piles:
U E ＝0
wherein E is p For the elastic modulus of pile body, I p As pile body moment of inertia, ψ is a cross-sectional corner caused by pure bending, κ is a shear deformation coefficient, w is horizontal displacement of beam unit axis moment, G p For pile body shear rigidity A p H is pile body settlement;
pile surrounding soil resistance acting U in Kinetic energy principle S The objective function of (2) is:
and (3) flexible piles:
semi-rigid piles and rigid piles:
wherein τ is the vertical soil resistance of the pile body, p is the horizontal soil resistance of the pile body, m is the additional bending moment of the pile body, Q b For end resistance, F b For pile end shearing force M b Is pile end bending moment;
the objective function of the load acting W of the two end nodes of a certain pile section (i) in the Kinetic energy principle is as follows:
and (3) flexible piles:
W＝P i-1 h i-1 +F i-1 (w i-1 +v i-1 )+M i-1 θ i-1 +P i h i +F i (w i +v i )+M i θ i
semi-rigid piles:
W＝P i-1 (h i-1 +w i-1 φ z (r p ))+F i-1 (w i-1 +v i-1 )+M i-1 θ i-1 +P i (h i +w i φ z (r p ))+F i (w i +v i )+M i θ i
rigid piles:
W＝P i-1 (h 0 +(w 0 -θ 0 z i-1 )φ z (r p ))+F i-1 (w 0 -θ 0 z i-1 +v 0 )+M i-1 θ 0 +P i (h 0 +(w 0 -θ 0 z i )φ z (r p ))
+F i (w 0 -θ 0 z i +v 0 )+M i θ 0
wherein: w represents all load acting of two end nodes (i-1 and i) of a certain pile section (i), i is pile section number (i=1, 2, 3, … …, n), P i-1 Is the axial load (kN) at the (i-1) node, F i-1 Is the tangential load (kN), M at the (i-1) node i-1 For the moment (kNm) at the (i-1) node, P i Is (i) the axial load (kN) at the node, F i For (i) tangential load (kN) at node, M i For (i) moment at node (kNm), h i-1 For pile top vertical load P 0 The resulting axial displacement (m), w at the (i-1) node i-1 For pile top horizontal load F 0 The tangential displacement (m), v) at the induced (i-1) node i-1 For pile top vertical load P 0 Tangential displacement (m), θ at the induced (i-1) node i-1 Is the corner (rad) at the (i-1) node, h i For vertical load P 0 The axial displacement (m), w at the (i) node i Is a horizontal load F 0 Induced tangential displacement (m), v) at (i) node i For vertical load P 0 Induced tangential displacement (m), θ at (i) node i Is (i) the angle of rotation (rad) at the node, h 0 Is pile top subsidence (m), w 0 For horizontal displacement (m), theta of pile top 0 Is the pile top corner (rad), phi r (r p ) Based on three-dimensional displacementIn a variation method system of the decay function hypothesis, the value of the vertical displacement decay function at the pile-soil interface caused by the pile top horizontal load and moment;
step three, a minimum energy principle and a variation method are utilized to obtain various soil resistance simplified calculation methods, and a soil resistance objective function is constructed through a three-spring or six-spring model:
the simplified calculation method based on three-dimensional displacement attenuation function hypothesis and derivative by a variation method is adopted to rapidly determine each spring parameter expression as follows:
wherein: k is the initial compression rigidity of each soil layer; t is the initial shear rigidity of each soil layer; gs is the initial shear modulus (kPa) of each soil layer; λs is the initial compression modulus (kPa) of each soil layer; pu is the limiting horizontal soil resistance; mu is the limit additional moment; fbu is pile end limit horizontal shear force (kN/m); mb is pile tip limit moment resistance (kNm).
Step four, adding other boundary constraint conditions to obtain a high-efficiency marine wind power pile surrounding soil resistance model algorithm;
and fifthly, calculating to obtain pile body internal force response through known pile section node displacement, and outputting a corresponding graphic result by combining the instruction.
The invention also discloses a high-efficiency marine wind power pile surrounding soil resistance model device, which comprises a data preprocessing unit, an objective function construction unit, a constraint construction unit and a result output unit;
the data preprocessing unit is used for collecting soil layer characteristic data, pile body parameters and pile top loads, wherein the soil layer characteristic data comprises all parameters measured by CPT and SPT;
the objective function construction unit rapidly determines various spring parameters by adopting a simplified calculation method based on three-dimensional displacement attenuation function hypothesis and derivative of a variation method, and establishes a pile soil action objective function based on a Kinetic energy conservation principle, wherein the pile soil action objective function comprises a pile body deformation energy storage objective function U E Work-doing objective function U of pile surrounding soil resistance S The load of the nodes at the two ends of the pile section does work W;
the constraint construction unit constructs pile soil action boundary constraint by introducing pile top and pile end constraint boundary conditions and pile body node continuity conditions, integrates each pile section unit matrix into an integral square matrix, and finally obtains each displacement of the pile body; and the result output unit calculates and obtains the internal force response of the pile body through knowing the displacement of each pile section node, and outputs a corresponding graphic result by combining the instruction.
The invention has the beneficial effects that: according to the invention, a formula is simplified by introducing a variational method based on a three-dimensional displacement attenuation function assumption, each pile section distributed spring of each pile section is calculated, a concise pile surrounding soil resistance objective function is constructed based on Kinetic energy conservation, the accuracy and the speed of a calculation result are improved, and the calculation difficulty of a model is reduced; compared with the existing ABAQUS, FLAC3D and PLAXIS, the non-invasive load monitoring mixed integer planning model constructed by the construction method provided by the invention has the advantages that the accuracy of predicting each soil resistance of the pile body reaches more than 95%, and the calculation speed is improved by more than 60%. Therefore, the offshore wind power pile surrounding soil resistance model algorithm constructed by the method can be used for calculating the offshore wind power single pile-soil interaction under the combined action of vertical load, horizontal load and overturning moment, and the result is more efficient and accurate.
Drawings
FIG. 1 is a flow chart of an algorithm of a high-efficiency marine wind power pile surrounding soil resistance model.
FIG. 2 is a three-spring model diagram of the high-efficiency marine wind pile surrounding soil resistance model algorithm.
FIG. 3 is a six-spring model diagram of the high-efficiency marine wind pile surrounding soil resistance model algorithm.
FIG. 4 is a graph showing the results of various calculation methods and actual measurements in the horizontal test in the embodiment of the present invention.
Fig. 5 is a graph comparing results of different calculation methods in the vertical compression-resistant static load test with actual measurement in the embodiment of the present invention.
Fig. 6 is a graph showing the comparison between the results of different calculation methods in the vertical compression static test according to the embodiment of the present invention and actual measurement.
FIG. 7 is a block diagram of a construction device for an efficient offshore wind pile periplasmic soil resistance model algorithm according to an embodiment of the invention.
Detailed Description
The present invention will be further described in detail with reference to the drawings and examples, which are only for the purpose of illustrating the invention and are not to be construed as limiting the scope of the invention.
According to the high-efficiency offshore wind power pile surrounding soil resistance model algorithm disclosed by the invention, a formula is simplified by introducing a variation method based on a three-dimensional displacement attenuation function assumption, each pile section distributed spring of each pile section is calculated, a concise pile surrounding soil resistance objective function is constructed based on Kinetic energy conservation, the accuracy and the speed of a calculation result are improved, and the calculation difficulty of the model is reduced; compared with the existing ABAQUS, FLAC3D and PLAXIS, the non-invasive load monitoring mixed integer planning model constructed by the construction method provided by the invention has the advantages that the accuracy of predicting each soil resistance of the pile body reaches more than 95%, and the calculation speed is improved by more than 60%.
FIG. 1 is a flow chart of an algorithm for an efficient offshore wind pile periplasmic soil resistance model provided by an embodiment of the invention.
As shown in FIG. 1, the embodiment of the invention provides a high-efficiency marine wind power pile surrounding soil resistance model algorithm, which comprises the following steps:
step one, collecting characteristic data of each soil layer, pile body parameters and loads of pile tops;
step two, constructing a pile soil action objective function by utilizing a Kinetic energy conservation principle;
step three, using the minimum energy principle and a variation method to obtain each soil resistance simplified calculation method, and constructing a soil resistance objective function through a three-spring or six-spring model;
step four, adding other boundary constraint conditions to obtain a high-efficiency marine wind power pile surrounding soil resistance model algorithm;
and fifthly, calculating to obtain pile body internal force response through known pile section node displacement, and outputting a corresponding graphic result by combining the instruction.
In the first step, the data preprocessing unit is used for collecting soil layer characteristic data, pile body parameters and pile top loads, wherein the soil layer characteristic data comprises all parameters measured by CPT or SPT.
In the embodiment of the invention, CPT or SPT measured data are converted into soil body elastic modulus E by the methods of the table 1 and the table 2 respectively s And Poisson ratio v s 。
TABLE 1 conversion relationship between CPT data and elastic modulus
TABLE 2 conversion relationship between SPT data and elastic modulus
And secondly, establishing a pile soil action objective function based on a Kinetic energy conservation principle.
In the embodiment of the invention, the pile body deforms and stores energy U in a Kinetic energy principle E The objective function of (2) is:
and (3) flexible piles:
semi-rigid piles:
rigid piles:
U E ＝0(3)
wherein E is p For the elastic modulus of pile body, I p As pile body moment of inertia, ψ is a cross-sectional corner caused by pure bending, κ is a shear deformation coefficient, w is horizontal displacement of beam unit axis moment, G p For pile body shear rigidity A p And h is the pile body section area, and h is pile body settlement.
Pile surrounding soil resistance acting U in Kinetic energy principle S The objective function of (2) is:
flexible stake (three spring model):
semi-rigid piles and rigid piles (six spring model):
wherein τ is the vertical soil resistance of the pile body, p is the horizontal soil resistance of the pile body, m is the additional bending moment of the pile body, Q b For end resistance, F b For pile end shearing force M b Is the pile end bending moment.
The objective function of the load acting W of the two end nodes of a certain pile section (i) in the Kinetic energy principle is as follows:
and (3) flexible piles:
W＝P i-1 h i-1 +F i-1 (w i-1 +v i-1 )+M i-1 θ i-1 +P i h i +F i (w i +v i )+M i θ i
semi-rigid piles:
W＝P i-1 (h i-1 +w i-1 φ z (r p ))+F i-1 (w i-1 +v i-1 )+M i-1 θ i-1 +P i (h i +w i φ z (r p ))+F i (w i +v i )+M i θ i
rigid piles:
W＝P i-1 (h 0 +(w 0 -θ 0 z i-1 )φ z (r p ))+F i-1 (w 0 -θ 0 z i-1 +v 0 )+M i-1 θ 0 +P i (h 0 +(w 0 -θ 0 z i )φ z (r p ))
+F i (w 0 -θ 0 z i +v 0 )+M i θ 0
wherein: w represents all load acting of two end nodes (i-1 and i) of a certain pile section (i), i is pile section number (i=1, 2, 3, … …, n), P i-1 Is the axial load (kN) at the (i-1) node, F i-1 Is the tangential load (kN), M at the (i-1) node i-1 For the moment (kNm) at the (i-1) node, P i Is (i) the axial load (kN) at the node, F i For (i) tangential load (kN) at node, M i For (i) moment at node (kNm), h i-1 For pile top vertical load P 0 The resulting axial displacement (m), w at the (i-1) node i-1 For pile top horizontal load F 0 The tangential displacement (m), v) at the induced (i-1) node i-1 For pile top vertical load P 0 Tangential displacement (m), θ at the induced (i-1) node i-1 Is the corner (rad) at the (i-1) node, h i For vertical load P 0 The axial displacement (m), w at the (i) node i Is a horizontal load F 0 Induced tangential displacement (m), v) at (i) node i For vertical load P 0 Induced tangential displacement (m), θ at (i) node i Is (i) the angle of rotation (rad) at the node, h 0 Is pile top subsidence (m), w 0 Is the pile top levelDisplacement (m), θ 0 Is the pile top corner (rad), phi r (r p ) In a variational system based on the assumption of a three-dimensional displacement attenuation function, the value of a vertical displacement attenuation function at a pile-soil interface caused by pile top horizontal load and moment is calculated.
And thirdly, rapidly determining various spring parameters by adopting a simplified calculation method based on three-dimensional displacement attenuation function hypothesis and derivative of a variation method.
In the embodiment of the invention, a four-spring model (figure 2) is adopted for the flexible piles, and a six-spring model (figure 3) is adopted for the semi-rigid piles and the rigid piles.
In the embodiment of the invention, the simplified calculation method based on the assumption of the three-dimensional displacement attenuation function and derived by the variational method is adopted to rapidly determine the spring parameter expressions as follows:
the method for calculating the initial stiffness k and the shearing stiffness T of the spring in the flexible pile comprises the following steps:
the initial stiffness k and shear stiffness T of the springs in the semi-rigid piles or rigid piles are calculated as shown in table 3:
TABLE 3 calculation method for initial stiffness k and shear stiffness T
Wherein L is 0 To apply horizontal force, L p Is the pile length, D is the outer diameter of the pile, D ref ＝1m。
And fourthly, constructing pile soil action boundary constraint by introducing pile top and pile end constraint boundary conditions and pile body node continuity conditions, integrating the pile section unit matrixes into an integral square matrix, and finally solving each displacement of the pile body.
In an embodiment of the present invention, other constraints include:
each pile section constraint:
the boundary conditions of the upper and lower ends of the flexible pile are shown in table 4:
TABLE 4 boundary conditions for flexible piles and corresponding combinations
The boundary conditions of the upper and lower ends of the rigid piles are shown in table 5:
TABLE 5 rigid pile boundary conditions and corresponding combinations
And fifthly, calculating to obtain pile body internal force response through known pile section node displacement, and outputting a corresponding graphic result by combining the instruction.
In the embodiment of the invention, w (z), h (z) and v (z) are known, and the pile body bending moment (M), the pile body shearing force (S) and the axial force (Q) can be calculated by the following formulas:
and (3) flexible piles:
semi-rigid piles:
in summary, according to the efficient offshore wind power pile surrounding soil resistance model algorithm provided by the embodiment of the invention, the formula is simplified by introducing a variational method based on a three-dimensional displacement attenuation function assumption, the distributed springs of each pile section are calculated, and a concise pile surrounding soil resistance objective function is constructed based on Kinetic energy conservation, so that the accuracy and the speed of a calculation result are improved, and the calculation difficulty of the model is reduced; compared with the existing ABAQUS, FLAC3D and PLAXIS, the method provided by the invention has the advantages that each soil resistance of the pile body is calculated, the prediction accuracy reaches more than 95%, and the calculation speed is improved by more than 60%. Therefore, the offshore wind power pile surrounding soil resistance model algorithm constructed by the method can be used for calculating the offshore wind power single pile-soil interaction under the combined action of vertical load, horizontal load and overturning moment, and the result is more efficient and accurate.
The feasibility of the model constructed by the present invention is demonstrated by the specific examples below.
By taking a vertical compression resistance and pulling resistance test and a horizontal load test of a typical steel pipe flexible test pile of an offshore wind farm as examples, comparing and verifying the obtained results with FLAC3D results and calculation results of the invention. The site of the test pile is a fourth soil layer, which is typical alluvial, seashore and estuary-sealand phase sedimentary soil. The main soil layer is silt, the related parameters of the test pile are shown in table 6, and the related parameters obtained by the geological survey are shown in table 7.
The diameter of the pile is 2m steel pipe pile, wherein the anchor pile and the reference pile are used as engineering piles after the test is completed. The test scheme is that an anchor pile method is adopted to conduct compression and pulling resistance static load test on a test pile, and after 3 days, horizontal load test is conducted on the original pile. And in order to measure the strain condition of the pile body, the pile body of the test pile is provided with a distributed optical fiber. In the vertical compression-resistant static test, four anchor piles provide counter force, the pile tops of the test piles are free unconstrained boundary conditions, the loading scheme is that the load is started from 6000kN, 3000kN of each stage is loaded to 18000kN, the displacement corresponding to the loading point position at 6000kN is 5.54mm, and the displacement corresponding to the mud surface is 5.12mm. In the vertical pulling-resistant static load test, the pile top is in a free and unconstrained state, and the pulling-up amount at 2000kN is 3.10mm. And during the horizontal static load test, the pile tops are kept at free and unconstrained boundary conditions, the loading is carried out by adopting a pushing method, and the anchor pile provides test reaction force. The mud surface displacement was 7.59mm when loaded to 100 kN.
When the method is used for calculation, the length and width of the soil area are 15 times of the pile diameter, the height of the soil is 2 times of the pile length, the grids are divided into small units of 0.1 multiplied by 0.1m, the elasticity modulus and poisson ratio of the soil body which are deduced according to the geological survey data are listed in table 8, and two oblique loads are applied to the pile top, wherein one of the two oblique loads is 100kN for horizontal component, 6000kN for vertical component, and 100kN for horizontal component, and 2000kN for vertical component (vertically upwards). When FLAC3D modeling calculation is adopted, the pile soil model is completely consistent with that in the variational calculation.
Comparing the pile body response under the action of the inclined load obtained by the FLAC3D simulation solution with the actual measurement data, verifying the accuracy of the invention, wherein the calculated working conditions are shown in Table 9, and the obtained comparison result is shown in FIG. 4.
FIGS. 4 (a) - (b) show the pile body horizontal deflection and bending moment distribution diagrams at a load of 100kN in a horizontal static load test, wherein the measured value, the calculated variation value and the calculated FLAC3D value at the mud surface are 7.59mm, 6.60mm and 6.60mm, respectively. The comparison result of fig. 4 shows that the distribution of the horizontal deflection and bending moment of the pile body calculated by the variation method is basically consistent with the pile body horizontal response result under the action of the FLAC3D combined load, and better conforms to the actual measurement result. Fig. 5 (a) - (b) show pile body compression and axial force distribution diagrams when the load is 6000kN in the vertical compression test, wherein the distribution of the actual pile body compression along the pile length only gives values in the range of 6m below mud surface, and the actual measured value, the variance calculation value and the FLAC3D calculation value at the mud surface are 5.23mm, 5.23mm and 5.54mm, respectively. The comparison result of fig. 5 shows that the distribution of the vertical compression amount and the axial force of the pile body calculated by the variational method is basically consistent with the pile body horizontal response result under the action of the FLAC3D combined load, and better conforms to the actual measurement result. FIGS. 6 (a) - (b) show pile body compression and axial force distribution diagrams at a load of 2000kN in a vertical pulling test, wherein the distribution of the actual pile body compression along the pile length is not shown, and the actual measured value, the variance calculation value and the FLAC3D calculation value at the mud surface are 1.53mm, 1.56mm and 1.67mm, respectively. In conclusion, the method can well simulate the bearing characteristics of the offshore wind power single pile foundation under the combined load effect. The method has extremely high calculation speed and can provide a good solution for engineering design prejudgment to a great extent.
Table 6 pile test related parameters
TABLE 7 soil layer related parameters
Table 8 soil layer related parameters required
Table 9 load simulation conditions
Fig. 7 is a block diagram of a construction device for an efficient offshore wind pile peripherial soil resistance model algorithm according to an embodiment of the present invention, and for convenience of explanation, only the parts related to the embodiment of the present invention are shown in the drawings, and the details are as follows:
referring to fig. 7, the construction device of the high-efficiency marine wind pile peripherial soil resistance model algorithm provided by the embodiment of the invention comprises a data preprocessing unit 210, an objective function construction unit 220, a constraint construction unit 230 and a result output unit 240.
The data preprocessing unit 210 is configured to collect soil layer characteristic data, pile body parameters and pile top loads, where the soil layer characteristic data includes all parameters measured by CPT and SPT;
the objective function construction unit 220 rapidly determines various spring parameters by adopting a simplified calculation method based on three-dimensional displacement attenuation function hypothesis and derivative of a variation method, and establishes a pile soil action objective function based on a Kinetic energy conservation principle, wherein the pile soil action objective function comprises a pile body deformation energy storage objective function U E The pile surrounding soil resistance acting objective function US and the load acting W of the nodes at the two ends of the pile section;
the constraint construction unit 230 constructs pile soil action boundary constraint by introducing pile top and pile end constraint boundary conditions and pile body node continuity conditions, integrates each pile section unit matrix into an integral square matrix, and finally obtains each displacement of the pile body; and
and the result output unit 240 calculates and obtains the pile body internal force response through known displacement of each pile section node, and outputs a corresponding graphic result by combining the instruction.
It should be understood that, although the steps in the flowcharts of the embodiments of the present invention are shown in order as indicated by the arrows, these steps are not necessarily performed in order as indicated by the arrows. The steps are not strictly limited to the order of execution unless explicitly recited herein, and the steps may be executed in other orders. Moreover, at least some of the steps in various embodiments may include multiple sub-steps or stages that are not necessarily performed at the same time, but may be performed at different times, nor do the order in which the sub-steps or stages are performed necessarily performed in sequence, but may be performed alternately or alternately with at least a portion of the sub-steps or stages of other steps or other steps.
The technical features of the above-described embodiments may be arbitrarily combined, and all possible combinations of the technical features in the above-described embodiments are not described for brevity of description, however, as long as there is no contradiction between the combinations of the technical features, they should be considered as the scope of the description.
Claims (7)
1. The efficient offshore wind power pile surrounding soil resistance model algorithm is characterized in that corresponding soil layer parameters are obtained by utilizing CPT or SPT data collected on site, each spring parameter is rapidly determined by adopting a simplified calculation method based on three-dimensional displacement attenuation function assumption and variational derivation, a pile soil action objective function is built based on Kinetic energy conservation, accordingly pile body response of an offshore wind power single pile foundation under combined load action is rapidly and accurately calculated, and pile soil interaction models are as follows: a four-spring model is adopted for the flexible piles, and a six-spring model is adopted for the semi-rigid piles and the rigid piles.
2. The efficient offshore wind pile surrounding soil resistance model algorithm according to claim 1, which is characterized by comprising the following steps:
step one, collecting characteristic data of each soil layer, pile body parameters and loads of pile tops;
step two, constructing a pile soil action objective function by utilizing a Kinetic energy conservation principle;
step three, using the minimum energy principle and a variation method to obtain each soil resistance simplified calculation method, and constructing a soil resistance objective function through a three-spring or six-spring model;
step four, adding other boundary constraint conditions to obtain a high-efficiency marine wind power pile surrounding soil resistance model algorithm;
and fifthly, calculating to obtain pile body internal force response through known pile section node displacement, and outputting a corresponding graphic result by combining the instruction.
3. The efficient offshore wind power pile surrounding soil resistance model algorithm according to claim 2, wherein in the second step, pile soil is constructed by utilizing a Kinetic energy conservation principleActing an objective function, deformation and energy storage U of pile body E The objective function of (2) is:
and (3) flexible piles:
semi-rigid piles:
rigid piles:
U E ＝0
wherein E is p For the elastic modulus of pile body, I p As pile body moment of inertia, ψ is a cross-sectional corner caused by pure bending, κ is a shear deformation coefficient, w is horizontal displacement of beam unit axis moment, G p For pile body shear rigidity A p And h is the pile body section area, and h is pile body settlement.
4. A high efficiency offshore wind pile periplasmic force model algorithm according to claim 2, wherein in said step two, pile periplasmic force acting U in said Kinetic energy principle S The objective function of (2) is: and (3) flexible piles:
semi-rigid piles and rigid piles:
wherein τ is the vertical soil resistance of the pile body, p is the horizontal soil resistance of the pile body, m is the additional bending moment of the pile body, Q b For end resistance, F b For pile end shearing force M b Is the pile end bending moment.
5. The efficient offshore wind pile surrounding soil resistance model algorithm according to claim 2, wherein in the second step, an objective function of the work W performed by the node loads at both ends of a certain pile section (i) in the Kinetic energy principle is as follows:
and (3) flexible piles:
W＝P i-1 h i-1 +F i-1 (w i-1 +v i-1 )+M i-1 θ i-1 +P i h i +F i (w i +v i )+M i θ i
semi-rigid piles:
W＝P i-1 (h i-1 +w i-1 φ z (r p ))+F i-1 (w i-1 +v i-1 )+M i-1 θ i-1 +P i (h i +w i φ z (r p ))+F i (w i +v i )+M i θ i
rigid piles:
W＝P i-1 (h 0 +(w 0 -θ 0 z i-1 )φ z (r p ))+F i-1 (w 0 -θ 0 z i-1 +v 0 )+M i-1 θ 0 +P i (h 0 +(w 0 -θ 0 z i )φ z (r p ))+F i (w 0 -θ 0 z i +v 0 )+M i θ 0
wherein: w represents all load acting of two end nodes (i-1 and i) of a certain pile section (i), i is pile section number (i=1, 2, 3, … …, n), P i-1 For axial loading at the (i-1) node, F i-1 For tangential load at node (i-1), M i-1 Is the moment at the (i-1) node, P i For (i) axial loading at the node, F i For (i) tangential load at node M i Is (i) moment at node h i-1 For pile top vertical load P 0 The resulting axial displacement, w, at node (i-1) i-1 For pile top horizontal load F 0 Tangential displacement at the induced (i-1) node, v i-1 Is erected at the pile topTo load P 0 Tangential displacement, θ, at the induced (i-1) node i-1 Is the corner at the (i-1) node, h i For vertical load P 0 The resulting axial displacement at (i) node, w i Is a horizontal load F 0 Induced tangential displacement at (i) node, v i For vertical load P 0 Tangential displacement, θ, at the (i) node of the induction i Is (i) the corner at the node, h 0 For pile top settlement, w 0 For horizontal displacement of pile top, theta 0 Is the corner of pile top, phi r (r p ) In a variational system based on the assumption of a three-dimensional displacement attenuation function, the value of a vertical displacement attenuation function at a pile-soil interface caused by pile top horizontal load and moment is calculated.
6. The efficient offshore wind pile surrounding soil resistance model algorithm according to any one of claims 3-5, wherein in the third step, each spring parameter expression is determined rapidly by adopting a simplified calculation method based on three-dimensional displacement attenuation function hypothesis and derived by a variational method, wherein the simplified calculation method comprises the following steps:
wherein: k is the initial compression rigidity of each soil layer; t is the initial shear rigidity of each soil layer; g s Initial shear modulus for each soil layer; lambda (lambda) s Initial compression modulus for each soil layer; p (P) u Is the resistance of the extreme horizontal soil; m is M u Adding a moment for the limit; f (F) bu The ultimate horizontal shearing force of the pile end is obtained; m is M b Is the ultimate moment resistance of the pile end.
7. The high-efficiency marine wind power pile surrounding soil resistance model device is characterized by comprising a data preprocessing unit, an objective function construction unit, a constraint construction unit and a result output unit;
the data preprocessing unit is used for collecting soil layer characteristic data, pile body parameters and pile top loads, wherein the soil layer characteristic data comprises all parameters measured by CPT and SPT;
the objective function construction unit rapidly determines various spring parameters by adopting a simplified calculation method based on three-dimensional displacement attenuation function hypothesis and variation method deduction, and establishes a pile soil action objective function based on a Kinetic energy conservation principle, wherein the pile soil action objective function comprises a pile body deformation energy storage objective function U E Work-doing objective function U of pile surrounding soil resistance S The load of the nodes at the two ends of the pile section does work W;
the constraint construction unit constructs pile soil action boundary constraint by introducing pile top and pile end constraint boundary conditions and pile body node continuity conditions, integrates each pile section unit matrix into an integral square matrix, and finally obtains each displacement of the pile body;
and the result output unit calculates and obtains the internal force response of the pile body through knowing the displacement of each pile section node, and outputs a corresponding graphic result by combining the instruction.
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| CN116720414A (en) * | 2023-08-09 | 2023-09-08 | 长江三峡集团实业发展(北京)有限公司 | Simplified calculation method for horizontal bearing capacity of large-diameter single pile in layered soil seabed |
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| CN116720414A (en) * | 2023-08-09 | 2023-09-08 | 长江三峡集团实业发展(北京)有限公司 | Simplified calculation method for horizontal bearing capacity of large-diameter single pile in layered soil seabed |
| CN116720414B (en) * | 2023-08-09 | 2023-10-20 | 长江三峡集团实业发展(北京)有限公司 | Simplified calculation method for horizontal bearing capacity of large-diameter single pile in layered soil seabed |
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