CN116127807B - Method for calculating PY curve of offshore wind power suction pile foundation - Google Patents
Method for calculating PY curve of offshore wind power suction pile foundation Download PDFInfo
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Abstract
The invention relates to a calculation method of a PY curve of a suction pile foundation of offshore wind power. The method comprises the following steps: s1, determining soil strength and rigidity parameters; s2, establishing a suction pile model by adopting finite element analysis software, applying specified horizontal displacement to the model, and establishing and extracting soil resistance values; s3, carrying out normalization treatment on the displacement and soil resistance value results, and fitting data by using a tanh function; and S4, establishing a mathematical model for evaluating the soil response of the suction pile with any geometric shape and the soil strength. The invention provides a calculation method of a P-Y curve of a suction pile, which can predict the soil transverse behavior of the suction pile foundation under the condition of limited input parameters and can better reflect the geometric shape characteristics of the suction pile foundation compared with the traditional P-Y curve.
Description
Technical Field
The invention relates to the technical field of suction pile foundation construction, in particular to a method for calculating a PY curve of a suction pile foundation of offshore wind power.
Background
The suction foundation is an inverted cylindrical structure, is also called a suction pile, is usually made of steel, and is suitable for complex sea environments with shallow seabed coverage, deep water area, large surge and typhoon frequently. Compared with other offshore oil and gas facility foundations, the suction pile has the following advantages in performance: 1. the installation and the transportation are convenient; 2. the construction period is short; 3. the construction noise is low; 4. can be repeatedly used. Is widely used as the foundation for mooring the ocean floating structure and the offshore oil and gas platform.
The existing common single pile foundation horizontal load analysis method mainly comprises an m method and a P-Y curve method. The m method is an elastic foundation reaction method, and the method assumes that the soil body spring is linear elasticity, can not reflect the non-linear action of pile and soil, and has poor applicability under the condition of large deformation of pile foundations. The P-Y curve method is a relation curve between the horizontal counter force of the soil body at a certain depth below the soil surface and the deflection of the pile at the point under the action of horizontal load, is a composite foundation reaction method capable of considering the nonlinear effect of the soil body, can well reflect the deformation characteristic of the combined action of pile and soil, is more reasonable in describing the nonlinearity aspect of the interaction of pile and soil than an m method, and is widely applied to horizontal load analysis of a single pile foundation at present. Compared with a single pile, the diameter of the suction pile is larger, the behavior of the suction pile is almost rigid under the action of horizontal load, and the existing P-Y curve related to the slender structure cannot meet the design requirement of the suction pile.
Disclosure of Invention
The invention aims to provide a simple, accurate and efficient method for calculating the PY curve of the offshore wind power suction pile foundation, which can provide a new analysis means for the primary design of the suction pile foundation construction.
In order to achieve the above purpose, the technical scheme of the invention is as follows: a calculation method of a PY curve of a foundation of an offshore wind power suction pile comprises the following steps:
s1, determining soil strength and rigidity parameters;
s2, establishing a suction pile model by adopting finite element analysis software, applying preset horizontal displacement to the suction pile model, and establishing and extracting soil resistance values;
s3, carrying out normalization treatment on the displacement and soil resistance value results, and fitting data by using a tanh function;
and S4, establishing a mathematical model for evaluating the soil response of the suction pile with any geometric shape and the soil strength.
In an embodiment of the present invention, the step S1 specifically includes: determining soil strength and stiffness parameters, the parameters comprising: internal friction anglePoisson ratio v, secant modulus E 50 Modulus of unloading-reloading E oed Tangential modulus E of consolidation test ur Initial shear modulus G 0 Threshold value gamma of shear strain 0.7 Coefficient of static side stress K 0 ；
(1) Internal friction angleThe method comprises the following steps:
wherein ,for the angle deviation, 1-2 degrees can be taken; q is a shear strength parameter; i D Is the relative density; />Is the critical internal friction angle; p' is the average normal stress;
(2) poisson's ratio v is:
(3) secant modulus E 50 Modulus of unloading-reloading E oed Tangential modulus E in relation to consolidation test ur The method comprises the following steps of:
E ur ＝3E 50 (6)
wherein m is a stress-related power exponent; sigma' is the reference pressure; sigma (sigma) a Is at atmospheric pressure;
(4) initial shear modulus G 0 Threshold value gamma of shear strain 0.7 Coefficient of stress at restK 0 The method comprises the following steps of:
wherein e is the void ratio; c' is the effective cohesive force; sigma'. 1 In order to be effective in terms of the vertical stress,is the effective internal friction angle.
In an embodiment of the present invention, the step S2 specifically includes:
s21, constructing a plurality of suction pile models with different sizes by using finite element analysis software, and setting boundary conditions and grid division;
s22, applying a preset horizontal displacement to the suction pile model;
step S23, extracting and integrating stress: using positive stress sigma acting along the periphery of the suction pile pattern N And shear stress tau 1 Calculating the soil resistance of the basic skirt surface; the suction pile model is layered according to depth, each layer is divided into different areas, the average stress of the areas is calculated, and the area is multiplied to obtain the force acting on the specific area; the soil reaction force p for a given layer is the sum of the average forces for all areas in the layer divided by the height of the layer.
In an embodiment of the present invention, the step S21 specifically includes: the bottom of the suction pile is concentrated in stress due to abrupt change of geometric shape; the influence of stress concentration is reduced by introducing an expansion interface which is expanded in the vertical direction and the horizontal direction; extended length L ext The method comprises the following steps:
L ext ＝0.2D (10)
wherein D is the diameter of the suction pile;
to ensure sufficient accuracy, meshing adjacent suction piles is finer; the size of the refined area is 3 times of the diameter D of the suction pile and 2 times of the height L of the suction pile.
In an embodiment of the present invention, the step S22 specifically includes: the horizontal displacement application process is divided into 5 basic phases:
after the stage 1 (initial stage) and the stage 2 (installation stage) are finished, resetting all deformations, and only the displacement of the stage 3 and the later is significant;
stage 3 (load stage): applying a predetermined horizontal displacement to the suction pile;
stage 4 (unloading stage): removing the predetermined horizontal displacement by removing the load required to establish the forced displacement; the elastic deformation generated in the stage 3 is recovered, and only the deformed plastic part is reserved;
stage 5: repeating stage 3 and stage 4 increases the deformation.
In an embodiment of the present invention, the step S3 specifically includes:
step S31, drawing the original data acquired in the step S2 into a P-Y curve;
s32, normalizing the displacement and soil resistance value result;
step S33, trimming and fitting data.
In an embodiment of the present invention, the step S32 specifically includes:
to eliminate the depth dependence of the P-Y curve, the earth resistance P and the displacement Y are respectively determined by Rankine earth resistance P R Normalizing the pile diameter D; resistance to Rankine soil p R The method comprises the following steps:
wherein, gamma' is the soil specific gravity; z is depth;is an internal friction angle; />Respectively a passive soil pressure coefficient and an active soil pressure coefficient ++>
In an embodiment of the present invention, the step S33 specifically includes: the top and bottom soil resistance of the suction pile are the Rankine soil resistance p R Normalization is not reasonable, is regarded as an edge effect and is ignored; after data conditioning, the fitting results were as follows:
wherein p is soil resistance; y is displacement; d is the diameter of the pile; k (K) 0 Is the coefficient of stress on the stationary side; beta 1 、β 3 Controlling the maximum relative soil resistance as a parameter; beta 2 、β 4 Shape coefficients for the fitting function; beta 1 、β 2 、β 3 、β 4 Can be described as a pile diameter D, a pile length L and an internal friction angleIs a function of (2).
In an embodiment of the present invention, the step S4 specifically includes: by checking parameters beta of pile diameter D and pile length L 1 、β 2 、β 3 、β 4 Internal friction angle with soil intensity parameterEstablishing a mathematical model which can be used for evaluating the soil response of suction piles with arbitrary geometric shapes and soil strength;
β 1 、β 3 are all opposite toContributing to the limit value of (2) as a pair of parameter studies; parameter beta 1 、β 3 Sum (. Beta.) of 1 +β 3 ) And product (beta) 1 β 3 ) The fitting can be a linear function of the following type:
wherein ,a1 、a 2 、b 1 、b 2 Fitting coefficients;is an internal friction angle; l is pile length;
parameter beta 2 、β 4 Sum (. Beta.) of 2 +β 4 ) And product (beta) 2 β 4 ) The polynomial form of the following type can be fitted:
wherein ,c1 、c 2 、c 3 、d 1 、d 2 、d 3 Fitting coefficients;is an internal friction angle; l is pile length.
Compared with the prior art, the invention has the following beneficial effects:
1. the soil transverse behaviors of suction pile foundations with different geometric shapes can be predicted under the condition of limited input parameters;
2. compared with the traditional P-Y curve, the shape characteristics of the suction pile can be reflected better;
3. not only suction pile foundations, but also handling large diameter piles is contemplated.
Drawings
FIG. 1 is a diagram of an example finite element model according to an embodiment of the present invention;
FIG. 2 shows a suction pile foundation according to an embodiment of the present invention subjected to a positive stress σ during horizontal displacement N And shear stress τ 1 A schematic diagram;
FIG. 3 is a schematic view of a suction pile foundation surface stress integral region according to an embodiment of the present invention;
FIG. 4 is a flow chart of a program simulation in an embodiment of the invention.
Detailed Description
The technical scheme of the invention is specifically described below with reference to the accompanying drawings.
Referring to fig. 4, the invention provides a method for calculating a P-Y curve of a foundation of an offshore wind power suction pile, which comprises the following four steps:
s1, determining soil strength and rigidity parameters
In this embodiment, the parameters include: internal friction anglePoisson ratio v, secant modulus E 50 Modulus of unloading-reloading E oed Tangential modulus E of consolidation test ur Initial shear modulus G 0 Threshold value gamma of shear strain 0.7 Coefficient of static side stress K 0 。
(1) Internal friction angleThe method comprises the following steps:
wherein ,ID Is the relative density; q is a shear strength parameter;for critical internal friction angle, for silt content 5-10%>p' is the average normal stress.
(2) Poisson ratio u is:
wherein ,is the internal friction angle.
(3) Secant modulus E 50 Modulus of unloading-reloading E oed Tangential moduli with consolidation test are respectively:
E ur ＝3E 50 (6)
wherein v is poisson's ratio; m is a stress-related power exponent; sigma' is the reference pressure; sigma (sigma) a Is at atmospheric pressure.
(4) Initial shear modulus G 0 Threshold value gamma of shear strain 0.7 And coefficient of static side stress K 0 The method comprises the following steps of:
wherein e is the void ratio; ,is the effective internal friction angle; c' is the effective cohesive force; sigma'. 1 Is an effective vertical stress.
S2, as shown in FIG. 1, establishing a suction pile model by adopting finite element software, applying specified horizontal displacement to the model, and establishing and extracting soil resistance values
In this embodiment, in particular, the suction pile bottom will create stress concentrations due to abrupt geometry. Introducing an expansion interface with expansion in both the vertical and horizontal directions reduces the effects of stress concentrations. Extended length L ext The method comprises the following steps:
L ext ＝0.2D (10)
wherein D is the diameter of the suction pile.
To ensure sufficient accuracy, meshing adjacent suction piles is finer. The size of the refined area is 3 times of the diameter D of the suction pile and 2 times of the height L of the suction pile.
The horizontal displacement application process is divided into 5 basic phases:
after the stage 1 (initial stage) and the stage 2 (installation stage) are finished, resetting all deformations, and only the displacement of the stage 3 and the later is significant;
stage 3 (load stage): applying a prescribed horizontal displacement to the suction pile;
stage 4 (unloading stage): the specified displacement is removed by removing the load required to establish the forced displacement. The elastic deformation generated in the stage 3 is recovered, and only the deformed plastic part is reserved;
stage 5: repeating stage 3 and stage 4 increases the deformation.
As shown in fig. 2, the positive stress sigma acting along the perimeter of the suction pile pattern is utilized N And shear stress tau 1 And calculating the soil resistance of the basic skirt surface. As shown in fig. 3, the suction pile model is layered by depth, each layer is divided into different regions, and the average stress of these regions is calculated, multiplied by the area, to obtain the force acting on a specific region. The soil reaction force p for a given layer is the sum of the average forces for all areas in the layer divided by the height of the layer.
S3, normalizing the displacement and soil resistance value results, and fitting the data by using a tanh function
In this embodiment, specifically, the raw data obtained in step S2 is drawn as a P-Y curve;
to eliminate the depth dependence of the P-Y curve, the earth resistance P and the displacement Y are respectively determined by Rankine earth resistance P R And normalizing the pile diameter D. Resistance to Rankine soil p R The method comprises the following steps:
wherein, gamma' is the soil specific gravity; z is depth;is an internal friction angle; />Respectively a passive soil pressure coefficient and an active soil pressure coefficient ++>
Further, the top and bottom soil resistance of the suction pile are the Rankine soil resistance p R Normalization is not reasonable, is considered an edge effect and is ignored. After data conditioning, the fitting results were as follows:
wherein p is soil resistance; y is displacement; d is the diameter of the pile; k (K) 0 Is the coefficient of stress on the stationary side; beta 1 、β 3 Controlling the maximum relative soil resistance as a parameter; beta 2 、β 4 Shape coefficients for the fitting function; beta 1 、β 2 、β 3 、β 4 Can be described as a pile diameter D, a pile length L and an internal friction angleIs a function of (2).
S4, establishing a mathematical model for evaluating soil response of the suction pile with any geometric shape and soil strength
By checking parameters beta of pile diameter D and pile length L 1 、β 2 、β 3 、β 4 Internal friction angle with soil intensity parameterAnd establishing a mathematical model which can be used for evaluating the soil response of the suction pile with arbitrary geometric shape and the soil strength.
β 1 、β 3 Are all opposite toIs considered as a pair of parametric studies. Parameter beta 1 、β 3 Sum (. Beta.) of 1 +β 3 ) And product (beta) 1 β 3 ) The fitting can be a linear function of the following type:
wherein ,a1 、a 2 、b 1 、b 2 Fitting coefficients;is an internal friction angle; l is pile length.
Parameter beta 2 、β 4 Sum (. Beta.) of 2 +β 4 ) And product (beta) 2 β 4 ) The polynomial form of the following type can be fitted:
wherein ,c1 、c 2 、c 3 、d 1 、d 2 、d 3 Fitting coefficients;is an internal friction angle; l is pile length.
The above is a preferred embodiment of the present invention, and all changes made according to the technical solution of the present invention belong to the protection scope of the present invention when the generated functional effects do not exceed the scope of the technical solution of the present invention.
Claims (3)
1. A calculation method of a PY curve of a foundation of an offshore wind power suction pile is characterized by comprising the following steps:
s1, determining soil strength and rigidity parameters;
s2, establishing a suction pile model by adopting finite element analysis software, applying preset horizontal displacement to the suction pile model, and establishing and extracting soil resistance values;
s3, carrying out normalization treatment on the displacement and soil resistance value results, and fitting data by using a tanh function;
s4, establishing a mathematical model for evaluating soil response of the suction pile with any geometric shape and soil strength;
the step S1 specifically comprises the following steps: determining soil strength and stiffness parameters, the parameters comprising: internal friction anglePoisson ratio v, secant modulus E 50 Modulus of unloading-reloading E oed Tangential modulus E of consolidation test ur Initial shear modulus G 0 Threshold value gamma of shear strain 0.7 Coefficient of static side stress K 0 ；
(1) Internal friction angleThe method comprises the following steps:
wherein ,taking 1-2 degrees for angular deviation; q is a shear strength parameter; i D Is the relative density; />Is the critical internal friction angle; p' is the average normal stress;
(2) poisson's ratio v is:
(3) secant modulus E 50 Modulus of unloading-reloading E oed Tangential modulus E in relation to consolidation test ur The method comprises the following steps of:
E ur ＝3E 50 (6)
wherein m is a stress-related power exponent; sigma' is the reference pressure; sigma (sigma) a Is at atmospheric pressure;
(4) initial shear modulus G 0 Threshold value gamma of shear strain 0.7 And coefficient of static side stress K 0 The method comprises the following steps of:
wherein e is the void ratio; c' is the effective cohesive force; sigma'. 1 In order to be effective in terms of the vertical stress,is the effective internal friction angle;
the step S2 specifically comprises the following steps:
s21, constructing a plurality of suction pile models with different sizes by using finite element analysis software, and setting boundary conditions and grid division;
s22, applying a preset horizontal displacement to the suction pile model;
step S23, extracting and integrating stress: using positive stress sigma acting along the periphery of the suction pile pattern N And shear stress tau 1 Calculating the soil resistance of the basic skirt surface; the suction pile model is layered according to depth, each layer is divided into different areas, the average stress of the areas is calculated, and the area is multiplied to obtain the force acting on the specific area; the earth resistance p of a given layer is the sum of the average forces of all areas in the layer divided by the height of the layer;
the step S3 specifically comprises the following steps:
step S31, drawing the original data acquired in the step S2 into a P-Y curve;
s32, normalizing the displacement and soil resistance value result;
step S33, trimming and fitting data;
the step S32 specifically includes:
to eliminate the depth dependence of the P-Y curve, the earth resistance P and the displacement Y are respectively determined by Rankine earth resistance P R Normalizing the pile diameter D; resistance to Rankine soil p R The method comprises the following steps:
wherein, gamma' is the soil specific gravity; z is depth;is an internal friction angle; />Respectively a passive soil pressure coefficient and an active soil pressure coefficient ++>
The step S33 specifically includes: the top and bottom soil resistance of the suction pile are the Rankine soil resistance p R Normalization is not reasonable and is regarded as an edgeEdge effects are ignored; after data conditioning, the fitting results were as follows:
wherein p is soil resistance; y is displacement; d is the diameter of the pile; k (K) 0 Is the coefficient of stress on the stationary side; beta 1 、β 3 Controlling the maximum relative soil resistance as a parameter; beta 2 、β 4 Shape coefficients for the fitting function; beta 1 、β 2 、β 3 、β 4 Can be described as a pile diameter D, a pile length L and an internal friction angleIs a function of (2);
the step S4 specifically includes: by checking parameters beta of pile diameter D and pile length L 1 、β 2 、β 3 、β 4 Internal friction angle with soil intensity parameterEstablishing a mathematical model which can be used for evaluating the soil response of suction piles with arbitrary geometric shapes and soil strength;
β 1 、β 3 are all opposite toContributing to the limit value of (2) as a pair of parameter studies; parameter beta 1 、β 3 Sum (. Beta.) of 1 +β 3 ) And product (beta) 1 β 3 ) The fitting can be a linear function of the following type:
wherein ,a1 、a 2 、b 1 、b 2 Fitting coefficients;is an internal friction angle; l is pile length;
parameter beta 2 、β 4 Sum (. Beta.) of 2 +β 4 ) And product (beta) 2 β 4 ) The polynomial form of the following type can be fitted:
wherein ,c1 、c 2 、c 3 、d 1 、d 2 、d 3 Fitting coefficients;is an internal friction angle; l is pile length.
2. The method for calculating the PY-curve of the foundation of the offshore wind turbine suction pile according to claim 1, wherein the step S21 is specifically: the bottom of the suction pile is concentrated in stress due to abrupt change of geometric shape; the influence of stress concentration is reduced by introducing an expansion interface which is expanded in the vertical direction and the horizontal direction; extended length L ext The method comprises the following steps:
L ext ＝0.2D (10)
wherein D is the diameter of the pile;
to ensure sufficient accuracy, meshing adjacent suction piles is finer; the size of the refined area is 3 times of the diameter D of the suction pile and 2 times of the height L of the suction pile.
3. The method for calculating the PY-curve of the foundation of the offshore wind turbine suction pile according to claim 1, wherein the step S22 is specifically: the horizontal displacement application process is divided into 5 basic phases:
after the stage 1 and the stage 2 are finished, resetting all deformation, and only the displacement of the stage 3 and the later is significant;
stage 3: applying a predetermined horizontal displacement to the suction pile;
stage 4: removing the predetermined horizontal displacement by removing the load required to establish the forced displacement; the elastic deformation generated in the stage 3 is recovered, and only the deformed plastic part is reserved;
stage 5: repeating stage 3 and stage 4 increases the deformation.
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104314108A (en) * | 2014-10-20 | 2015-01-28 | 中冶沈勘工程技术有限公司 | Inverse analysis method for determining pile foundation and pile soil strength parameters |
| CN108265736A (en) * | 2018-02-11 | 2018-07-10 | 浙江工业大学 | A kind of suction pile in stake side setting suction device |
| CN114218653A (en) * | 2021-12-20 | 2022-03-22 | 中铁大桥局集团第五工程有限公司 | Method for calculating bearing capacity of suction pile foundation of offshore construction platform |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104314108A (en) * | 2014-10-20 | 2015-01-28 | 中冶沈勘工程技术有限公司 | Inverse analysis method for determining pile foundation and pile soil strength parameters |
| CN108265736A (en) * | 2018-02-11 | 2018-07-10 | 浙江工业大学 | A kind of suction pile in stake side setting suction device |
| CN114218653A (en) * | 2021-12-20 | 2022-03-22 | 中铁大桥局集团第五工程有限公司 | Method for calculating bearing capacity of suction pile foundation of offshore construction platform |
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