A sea wind foundation pile soil data processing method and system

Abstract

The present application relates to a kind of sea wind foundation pile soil data processing method and system, comprising the following steps: input the calculation parameter of sea wind foundation pile soil;Based on the calculation parameter, obtain the intermediate result data of sea wind foundation pile soil by calculation;Intermediate result data is checked to determine whether intermediate result data is qualified;If qualified, output intermediate result data;If not qualified, adjust the calculation parameter of sea wind foundation pile soil.The present application uses software calculation mode instead of manual calculation mode, intuitive and convenient operation, greatly improve the efficiency of sea wind foundation pile soil data processing, effectively reduce labor cost.At the same time, the intermediate result data calculated can also be checked, effectively avoiding the errors and problems generated by manual checking.In addition, the present application can be quickly realized multiple times by batch import mode, without a large number of repetitive operations, with good inheritance.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of data processing, and more particularly to a sea wind foundation pile soil data processing method and system. BACKGROUND

[0002] As an important development business in the nuclear power field, the design quality of offshore wind power projects has always been the focus. In the foundation design of offshore booster stations in offshore wind power projects, pile foundation checking work is crucial. In order to ensure the design quality, the pile body structure strength, the supporting capacity of the foundation soil to the pile, and the pile body settlement and horizontal deformation need to be checked. At present, the commonly used calculation software is large general finite element analysis software (ANSYS) and offshore structure design analysis software (SACS). At present, the design personnel usually use the P-Y curve method (composite foundation counterforce method) to simulate the nonlinear relationship of pile-soil interaction when simulating the pile-soil interaction, and use the form of manual and EXCEL auxiliary combination to calculate the parameters, and finally manually convert the input files required by SACS and ANSYS.

[0003] The manual calculation of P-Y data (the data between the soil counterforce P at a depth of X below the mud surface and the deflection Y of the pile at the point under the action of horizontal load) of this scheme has the following shortcomings:

[0004] Data accuracy is not easy to guarantee: the data processing process is very complex, the data interaction is numerous, the human error is much, and the accuracy cannot be guaranteed; low work efficiency: the P-Y data formats required by the professional simulation software for inputting the geotechnical exploration parameters are different, the process is tedious, a large amount of manpower is consumed, the repetitive work amount is relatively large, the time is long, the labor cost is high, and the work efficiency is extremely low; complex calculation process verification: the calculation process is complex, and it is difficult for general manual review to find subtle errors and problems; poor project inheritance: new projects cannot inherit the effective data of existing projects, and small differences between different projects will cause great differences in the calculation process between projects. In addition, once the design personnel are replaced, the project almost starts to calculate, otherwise the accuracy cannot be guaranteed. SUMMARY

[0005] The technical problem to be solved by the present application is to provide a sea wind foundation pile soil data processing method and system in view of the defects of the prior art.

[0006] The technical scheme adopted by the present application to solve the technical problem is that a sea wind foundation pile soil data processing method is constructed, comprising the following steps:

[0007] Input the calculation parameters of the sea wind foundation pile soil;

[0008] Based on the calculation parameters, the intermediate result data of the sea wind foundation pile soil is obtained.

[0009] checking the intermediate result data to determine whether the intermediate result data is qualified;

[0010] if qualified, outputting the intermediate result data;

[0011] if not qualified, adjusting the calculation parameters of the sea wind foundation pile soil.

[0012] In the sea wind foundation pile soil data processing method, the input calculation parameters of the sea wind foundation pile soil include:

[0013] batch importing the calculation parameters of the sea wind foundation pile soil; or, inputting the calculation parameters of the sea wind foundation pile soil by row.

[0014] In the sea wind foundation pile soil data processing method, the method further includes:

[0015] if the calculation parameters of the sea wind foundation pile soil are input by row, checking the data integrity of the calculation parameters of the sea wind foundation pile soil during inputting the calculation parameters of the sea wind foundation pile soil.

[0016] In the sea wind foundation pile soil data processing method, the calculation based on the calculation parameters to obtain the intermediate result data of the sea wind foundation pile soil includes:

[0017] clay intermediate data based on the calculation parameters to obtain the intermediate result data of the clay;

[0018] sand soil intermediate data calculation based on the calculation parameters to obtain the intermediate result data of the sand soil;

[0019] The intermediate result data of the clay and the intermediate result data of the sand soil are the intermediate result data of the sea wind foundation pile soil.

[0020] In the sea wind foundation pile soil data processing method, the calculation parameters include: foundation design parameter data and curve parameter data;

[0021] The foundation design parameter data includes: pile foundation design parameter data and soil layer design parameter data;

[0022] The curve parameter data includes: curve design parameter data and curve drawing parameter data.

[0023] In the sea wind foundation pile soil data processing method, the pile foundation design parameter data includes: pile diameter, dimensionless empirical constant, load type, pile length, unit length, PY initial code, TZ initial code and QZ initial code.

[0024] The soil layer design parameter data includes: soil layer description, soil layer number, state / density / weathering grade, layer bottom depth, layer thickness, soil type, soil buoyant density, undisturbed saturated cohesive soil undrained unconsolidated shear strength, strain at half of the ultimate strength of cohesive soil undrained compression test, internal friction angle of non-cohesive soil, soil-pile friction angle, and initial modulus of foundation reaction;

[0025] The curve design parameter data includes: clay curve design parameter, sand curve design parameter, and QZ curve design parameter.

[0026] The curve drawing parameter data includes: PY curve drawing parameter, TZ curve drawing parameter, and QZ curve drawing parameter.

[0027] In the sea wind foundation pile soil data processing method, the intermediate data of the clay based on the calculation parameters includes:

[0028] The PY data of the clay is obtained based on the calculation parameters, the deflection of the pile and the soil reaction of the clay at the preset point below the mud surface.

[0029] The TZ data of the clay is obtained based on the calculation parameters, the axial cohesion or lateral friction of the pile soil at the preset point below the mud surface, and the local vertical displacement of the pile at the preset point below the mud surface.

[0030] The QZ data of the clay is obtained based on the calculation parameters, the pile end bearing capacity of the clay, and the pile end vertical displacement.

[0031] The PY data of the clay, the TZ data of the clay, and the QZ data of the clay are the intermediate result data of the clay.

[0032] In the sea wind foundation pile soil data processing method, the intermediate data of the sand based on the calculation parameters includes:

[0033] The PY data of the sand is obtained based on the calculation parameters, the deflection of the pile and the soil reaction of the sand at the preset point below the mud surface.

[0034] The TZ data of the sand is obtained based on the calculation parameters, the axial cohesion or lateral friction of the pile soil at the preset point below the mud surface, and the local vertical displacement of the pile at the preset point below the mud surface.

[0035] The QZ data of the sand is obtained based on the calculation parameters, the pile end bearing capacity of the sand, and the pile end vertical displacement.

[0036] The PY data of the sand, the TZ data of the sand, and the QZ data of the sand are the intermediate result data of the sand.

[0037] In the method for processing data of sea wind foundation pile soil, the outputting the intermediate result data comprises:

[0038] determining whether an output data trigger signal is received;

[0039] if yes, converting the intermediate result data into interface data corresponding to the output data trigger signal according to the output data trigger signal and outputting the interface data.

[0040] The application further provides a system for processing data of sea wind foundation pile soil, comprising:

[0041] a parameter input unit configured to input calculation parameters of sea wind foundation pile soil;

[0042] a calculation unit configured to perform calculation based on the calculation parameters to obtain intermediate result data of the sea wind foundation pile soil;

[0043] a checking unit configured to check the intermediate result data to determine whether the intermediate result data is qualified;

[0044] an output unit configured to output the intermediate result data when the intermediate result data is qualified;

[0045] an adjustment unit configured to adjust the calculation parameters of the sea wind foundation pile soil when the intermediate result data is not qualified.

[0046] The method for processing data of sea wind foundation pile soil has the following advantages: the method comprises the following steps: inputting calculation parameters of sea wind foundation pile soil; performing calculation based on the calculation parameters to obtain intermediate result data of the sea wind foundation pile soil; checking the intermediate result data to determine whether the intermediate result data is qualified; outputting the intermediate result data when the intermediate result data is qualified; and adjusting the calculation parameters of the sea wind foundation pile soil when the intermediate result data is not qualified. The application uses software calculation mode to replace manual calculation mode, and the operation is intuitive and convenient, which greatly improves the efficiency of processing data of sea wind foundation pile soil and effectively reduces the labor cost. Meanwhile, the application can check the calculated intermediate result data, effectively avoiding errors and problems caused by manual checking. In addition, the application can quickly realize multiple calculations through batch import, without the need of performing a large number of repetitive operations, and has good inheritance. BRIEF DESCRIPTION OF DRAWINGS

[0047] The application will be further described below with reference to the drawings and embodiments. In the drawings:

[0048] Figure 1 is a flowchart of the method for processing data of sea wind foundation pile soil provided by the embodiments of the application;

[0049] Figure 2It is a template diagram of inputting calculation parameters by rows according to the application;

[0050] Figure 3 It is a window of inputting integrity check prompt information by rows according to the application;

[0051] Figure 4 It is a fitting function curve diagram provided by the application;

[0052] Figure 5 It is a structural schematic diagram of the sea wind foundation pile soil data processing system provided by the embodiment of the application. DETAILED DESCRIPTION

[0053] The technical solutions in the embodiments of the application will be apparently and completely described below with reference to the drawings in the embodiments of the application. Obviously, the described embodiments are only part of the embodiments of the application, rather than all the embodiments. Based on the embodiments in the application, all other embodiments obtained by a person of ordinary skill in the art without creative labor fall within the protection scope of the application.

[0054] REFERENCE Figure 1 It is a flow schematic diagram of a preferred embodiment of the sea wind foundation pile soil data processing method provided by the application.

[0055] Specifically, as shown in the figure, Figure 1 The sea wind foundation pile soil data processing method comprises the following steps:

[0056] Step S101, input calculation parameters of sea wind foundation pile soil.

[0057] Optionally, in the embodiment of the application, the calculation parameters comprise: foundation design parameter data and curve parameter data. The foundation design parameter data comprises: pile foundation design parameter data and soil layer design parameter data; the curve parameter data comprises: curve design parameter data and curve drawing parameter data.

[0058] The pile foundation design parameter data comprises but is not limited to: pile diameter, dimensionless empirical constant, load type, pile length, unit length, PY initial code, TZ initial code and QZ initial code.

[0059] The soil layer design parameter data comprises but is not limited to: soil layer description, soil layer number, state / density / degree of weathering, layer bottom depth, layer thickness, soil type, soil buoyant density, undisturbed saturated cohesive soil undrained unconsolidated shear strength, strain of half time of limit strength of cohesive soil undrained compression test, internal friction angle of non-cohesive soil, soil-pile friction angle and initial modulus of subgrade reaction.

[0060] The curve design parameters include, but are not limited to: clay curve design parameters, sand curve design parameters, and QZ curve design parameters. The curve plotting parameters include, but are not limited to: PY curve plotting parameters, TZ curve plotting parameters, and QZ curve plotting parameters. Specifically, the PY curve represents the relationship between the soil reaction force P at a predetermined point (e.g., point X) below the mud surface under horizontal load and the pile deflection Y at that point. The TZ curve represents the relationship between the axial bond force or side friction of the pile and the local vertical displacement of the pile. The QZ curve represents the relationship between the pile tip bearing capacity and the pile tip vertical displacement. The PY curve method is the composite foundation reaction method.

[0061] In some embodiments, inputting the calculation parameters for the sea breeze foundation pile soil includes: batch importing the calculation parameters for the sea breeze foundation pile soil; or, inputting the calculation parameters for the sea breeze foundation pile soil row by row. That is, the input of the calculation parameters for the sea breeze foundation pile soil can be achieved by batch importing or by manually inputting them row by row.

[0062] Alternatively, in this embodiment of the invention, the calculation parameters can be imported in batches using an Excel template via the interface of the Office software. For example... Figure 2 As shown, taking the input of soil layer design parameter data as an example, the soil layer design parameters are first entered into the specified input template in Excel. Then, by clicking the "Import Parameters" button, the soil layer design parameter data can be quickly imported with one click, reducing human error caused by secondary input. Furthermore, in this embodiment of the invention, the soil layer design parameters on the operation interface can also be exported to the local computer by clicking the "Export Parameters" button for later use.

[0063] Alternatively, in this embodiment of the invention, if the calculation parameters for the sea breeze foundation pile soil are input row by row, the data integrity of the calculation parameters for the sea breeze foundation pile soil is checked during the input process. Specifically, in this embodiment of the invention, the calculation parameters can also be input manually. The manual input of calculation parameters is performed row by row. For example, taking the input of soil layer design parameter data as an example, when using manual input, the soil layer design parameter data can be manually input layer by layer. When manually inputting, after inputting the "bottom depth," the "layer thickness" can be automatically calculated. When inputting the next row of data, the integrity of the previous row of data is automatically checked, and a prompt window will pop up if any is missing. Figure 3 As shown.

[0064] Furthermore, in this embodiment of the invention, commonly used curve design parameters can be pre-stored in the memory and can be directly called when needed. Moreover, in practical applications, designers can modify them as needed.

[0065] Step S102, based on the calculation parameters, the calculation is carried out to obtain the intermediate result data of the sea wind foundation pile soil.

[0066] In some embodiments, based on the calculation parameters, the calculation is carried out to obtain the intermediate result data of the sea wind foundation pile soil, including: based on the calculation parameters, the clay intermediate data is calculated to obtain the intermediate result data of the clay; based on the calculation parameters, the sand soil intermediate data is calculated to obtain the intermediate result data of the sand soil; the intermediate result data of the clay and the intermediate result data of the sand soil are the intermediate result data of the sea wind foundation pile soil.

[0067] For clay, the following calculations are required: that is, based on the calculation parameters, the clay intermediate data is calculated to obtain the intermediate result data of the clay, including: based on the calculation parameters, the clay soil resistance and the deflection of the pile at the preset point below the mud surface are calculated to obtain the PY data of the clay; based on the calculation parameters, the axial adhesion or lateral friction of the pile soil at the preset point below the mud surface and the local vertical displacement of the pile at the preset point below the mud surface are calculated to obtain the TZ data of the clay; based on the calculation parameters, the pile end bearing capacity and the pile end vertical displacement of the clay are calculated to obtain the QZ data of the clay; the PY data of the clay, the TZ data of the clay and the QZ data of the clay are the intermediate result data of the clay.

[0068] Under the action of horizontal static or cyclic load, the soil resistance P at the preset point below the mud surface, the deflection Y of the pile at the point, the axial adhesion or lateral friction T of the pile soil, the local vertical displacement Z1 of the pile, the pile end bearing capacity Q and the pile end vertical displacement Z2 of the clay.

[0069] For the calculation of the PY data of the clay:

[0070] (1) Calculation of the clay soil resistance P at the depth X below the mud surface:

[0071] Obtain the undisturbed clay pattern, the undrained shear strength c, calculate the depth X of the soil resistance reduction area below the mud surface R , the unit effective gravity γ of the clay, the dimensionless empirical constant J, and the calculation limit soil resistance p u . Among them, the unit effective gravity γ of the clay can be automatically selected according to the soil condition and the depth X in the soil parameters. For the stubborn empirical constant J, it is generally 0.25-0.5, and the designer can select it according to the actual soil condition in actual calculation. The depth X below the mud surface is automatically selected.

[0072] (2) Calculation of the deflection Y of the pile at the depth X below the mud surface:

[0073] εc is selected, the strain of the limit strength of the undrained compression test of the cohesive soil; the lateral displacement deformation y of the pile when the soil around the pile reaches half of the limit soil resistance c is calculated.

[0074] wherein the ultimate soil resistance p u can be calculated according to the following formula:

[0075] p u = 3c + γX + J(cX / D) (1)

[0076] p u = 9c for X ≥ X R (2)

[0077] (1) wherein D is the diameter of the pile.

[0078] Under static load: according to the PY curve parameter table, the PY data of clay is calculated according to discrete points. Specifically, the calculation method of PY data needs to calculate 6 PY data corresponding to each depth X, that is, 6 sample points need to be calculated, each sample point is a pair of (P, Y) values, and the six data in Table 1 correspond to six samples. Specifically, take the first sample as an example, P / p u = 0 to find P = 0, and similarly Y / y c = 0 to find Y = 0, so the first point is (0, 0)

[0079] The second point P / p u = 0.23, P = 0.23 * p u , p u is calculated according to formula (1) or formula (2), Y / y c = 0.10 at this time, Y = y c *0.10, and the (P, y) of the second point is found.

[0080] wherein X R can be calculated according to the following formula:

[0081] X R = 6D / ((γD / c) + J) (3)

[0082] Under cyclic load: Y is calculated according to discrete points, and P is calculated according to the formula under different conditions. Specifically, the calculation method of Y is unchanged, and the calculation method of P is as follows:

[0083] When X ≤ X R and Y / y c < = 3, P = P u *0.5*(Y / Yc)^(1 / 3);

[0084] When X ≤ X R and 3 < Y / y c ≤ 15, P = 0.72*P u *D*(1-(1-X / X R)*((Y-Yc) / (12*Yc)))*D;

[0085] When X>X R and Y / y c <=3, P=Pu*0.5*(Y / y c )^(1 / 3);

[0086] When X>X R and Y / y c >3, P=0.72.

[0087] Specifically, first calculate the ultimate soil resistance p u according to formula (1) or formula (2). According to the clay PY curve parameter table in table 1, the deflection Y can be calculated according to the sample point data in table 1 and the above method.

[0088] Table 1 clay PY curve parameter table

[0089] Sample points p / pu y / yc 1 0.00 0.00 2 0.23 0.10 3 0.33 0.30 4 0.50 1.00 5 0.72 3.00 6 1.00 8.00

[0090] For the calculation of clay TZ (here Z is represented by Z1) data:

[0091] (1) The calculation of the axial bond force or lateral friction resistance T of the pile soil at a depth of X below the mud surface:

[0092] Calculate the dimensionless coefficient α, obtain the undrained shear strength c of the disturbed clay pattern, and calculate the axial ultimate bearing capacity T max of the pile. According to the clay TZ1 curve parameter, the axial bond force or lateral friction resistance T of the pile soil is equal to the product of the corresponding parameter and the axial ultimate bearing capacity T max of the pile.

[0093] (2) The calculation of the local vertical displacement Z1 of the pile at a depth of X below the mud surface:

[0094] According to the clay TZ1 curve parameter, the local vertical displacement Z1 of the pile is equal to the product of the corresponding parameter and the pile diameter D.

[0095] The data of Z1 / D and t / t max in the clay TZ1 curve parameter table are regarded as a standard function. At this time, according to the above calculation, the axial ultimate bearing capacity t max of the pile can be obtained, and the corresponding T and Z1 values of each sample point can be calculated according to the TZ1 curve parameter table. Generally, five sample points are calculated.

[0096] Specifically, first calculate Tmax:

[0097] The coefficient α can be calculated by the following formula:

[0098] a = 0.5p 0.5 ( p < 1.0) (3)

[0099] a = 0.5p -0.25 ( p > 1) (4)

[0100] Wherein, the constraint condition of coefficient a is: a < 1.0.

[0101] Clay T max Satisfies:

[0102] T max = a * c (5)

[0103] T and Z1 calculation method and PY calculation method is same, each depth according to table 2 selects five sample points, calculates the value of each sample point. With the third sample point as an example:

[0104] T / t max = 0.50, can calculate: T = 0.50 * t max ;

[0105] Z1 / D = 0.0016, can calculate: Z1 = 0.0016 * D.

[0106] Therefore, (T, Z1) value of this sample can be solved.

[0107] Table 2 clay TZ1 curve parameter table

[0108] Sample Z1 / D [CAT / T / T max ]]> 1 0.00 0.00 2 0.00 0.30 3 0.0016 0.50 4 0.0031 1.00 5 0.02 0.70

[0109] For the calculation of clay QZ (herein Z is represented by Z2) data:

[0110] When the depth X below the mud surface is equal to the length of the pile, the pile end bearing capacity Q and the pile end vertical displacement Z2 need to be calculated.

[0111] (1) the calculation of pile end bearing capacity Q:

[0112] Get the current depth c, calculate the limit pile end bearing capacity Q p . According to the clay QZ2 curve parameters, the pile end bearing capacity Q of the pile soil is equal to the product of the corresponding parameters and the Q P of the pile.

[0113] (2) the calculation of pile end vertical displacement Z2:

[0114] According to the clay QZ2 curve parameters, the pile end vertical displacement Z2 is equal to the product of the corresponding parameters and the pile diameter D.

[0115] Z2 / D and Q / Q PThe data corresponding table is regarded as a standard function. At this time, the axial ultimate bearing capacity T of the pile can be obtained according to the above calculation max Then, the Q and Z2 values corresponding to each sample point are calculated according to the QZ2 curve parameter table. Generally, five sample points are calculated.

[0116] Specifically, the ultimate pile end bearing capacity Q p The Q value can be calculated by the following formula:

[0117] Q P = 9*c (6)

[0118] Taking sample 3 as an example:

[0119] As shown in Table 3: Q / Q P = 0.75, Z2 / D = 0.042, and Z2 = D*0.042 can be calculated. D is the pile diameter and can be directly obtained. Therefore, the vertical displacement Z2 of the pile end can be calculated based on the D value. The Q value can be calculated by formula (6).

[0120] Table 3: QZ curve parameters of clay

[0121] Sample Z / D Q / Q P ]]> 1 0.002 0.25 2 0.013 0.50 3 0.042 0.75 4 0.073 0.90 5 0.100 1.00

[0122] For sandy soil, the following calculations are needed: that is, based on the calculation parameters, the intermediate data of sandy soil are calculated to obtain the intermediate result data of sandy soil, including: based on the calculation parameters, the deflection of the pile at a preset point below the depth of the mud surface and the soil reaction of the sandy soil are calculated to obtain the PY data of the sandy soil; based on the calculation parameters, the axial cohesion or lateral friction of the pile soil at the preset point below the depth of the mud surface and the local vertical displacement of the pile are calculated to obtain the TZ data of the sandy soil; based on the calculation parameters, the pile end bearing capacity and the pile end vertical displacement of the sandy soil are calculated to obtain the QZ data of the sandy soil; the PY data of the sandy soil, the TZ data of the sandy soil and the QZ data of the sandy soil are the intermediate result data of the sandy soil.

[0123] The soil reaction P at a depth X below the mud surface and the deflection Y of the pile at the point, the axial cohesion or lateral friction T of the pile soil and the local vertical displacement Z1 of the pile, and the pile end bearing capacity Q and the pile end vertical displacement Z2 are calculated.

[0124] For the calculation of the PY data of the sandy soil:

[0125] (1) Calculation of the deflection Y of the pile at a depth X below the mud surface:

[0126] The deflection Y of the pile at a depth X below the mud surface of the sandy soil can be directly obtained according to the deflection Y curve parameters of the sandy soil pile.

[0127] Specifically, as shown in Figure 4, for each depth, we can directly take the values ​​of the 6 sample points in Table 4: Y1 = 0, Y2 = 0.01, Y3 = 0.03, Y4 = 0.08, Y5 = 0.2, and Y6 = 1. The P-value below will be calculated based on this Y value.

[0128] Table 4. Deflection Y-curve parameters of sand piles

[0129] Sample y 1 0 2 0.01 3 0.03 4 0.08 5 0.2 6 1

[0130] (2) Calculation of soil reaction force P at a depth X below the mud surface:

[0131] Obtain the internal friction angle of sand Calculate coefficients C1, C2, and C3, where coefficients C1, C2, and C3 can be calculated using a fitting function, such as... Figure 4 As shown; the effective unit weight γ of the soil can be selected according to the soil properties and depth; the coefficient A is calculated considering the cyclic load and static load conditions; the deflection Y of the pile at a depth X below the mud surface (calculated in (1) above) is used to calculate the initial modulus k of the foundation reaction force, and the functional relationship of the internal friction angle is determined; the ultimate soil resistance p us and p ud The calculation is performed, with subscript s representing shallow layers and d representing deep layers.

[0132] Substituting the above calculation results into formula (7) will yield the soil reaction force P at a depth of X below the mud surface.

[0133] P = A × p u ×tanh[(k×H) / (A×p u )×Y] (7)

[0134] In formula (7), when in a shallow layer, p u =p us When at a deeper level, p u =p us .

[0135] Based on six samples of the deflection of the pile at a depth X below the mud surface, six sample values ​​of the corresponding soil reaction force P in the sand can be calculated.

[0136] For the calculation of TZ data for sandy soil (where Z is represented by Z1):

[0137] (1) Calculation of axial cohesion or side friction T of the pile soil at a depth X below the mud surface:

[0138] The lateral foundation pressure coefficient K is automatically selected (based on soil properties and depth); the effective gravity P0 at the current depth is calculated; the friction angle δ between the soil and the pile wall (including the gravity of the upper layer and the gravity of this layer) is calculated; and the axial ultimate bearing capacity t of the pile is calculated.max t max There is a limit value, which cannot be greater than the design parameter f of non-cohesive silty soil; according to the TZ1 curve parameter table of sandy soil, the side friction T is equal to the product of the corresponding parameter and the limit soil resistance t max .

[0139] 1) (2) The calculation of the local vertical displacement Z1 of the pile at the depth X below the mud surface:

[0140] According to the TZ1 curve parameter of sandy soil, the local vertical displacement Z1 of the pile is equal to the product of the corresponding parameter and the pile diameter D.

[0141] Table 5 Design parameters of non-cohesive silty soil

[0142]

[0143] Table 6 TZ curve parameter table of sandy soil

[0144] Sample Z1 / D [CAT] T / t max ]] 1 0.00 0.00 2 0.025 0.025 3 1 0.05 4 2.54 1.00

[0145] Specifically, first calculate t max , wherein t max can be calculated by the following formula:

[0146] t max = f = Kp c tan δ (8)

[0147] Where f cannot exceed the limit value in Table 5. The calculation method of TZ is the same as PY, and 4 sample points are selected at each depth, and 4 pairs of (T, Z) values are calculated. Referring to Table 6, take sample point 3 as an example:

[0148] From Table 6, we can get: T / t max = 1, Z / D = 0.05, so we can get T = t max , Z = 0.05*D; obtain a pair of (T, Z) values.

[0149] For the calculation of sandy soil QZ data:

[0150] When the depth X below the mud surface is equal to the pile length, the pile tip bearing capacity Q and the pile tip vertical displacement Z2 need to be calculated.

[0151] (1) Calculation of pile tip bearing capacity Q:

[0152] Calculate the effective gravity p0 of the soil at the current depth; automatically select Nq at the current depth; calculate the limit pile tip bearing capacity Q P .

[0153] According to the QZ curve parameter of sandy soil, the pile tip bearing capacity Q of the pile-soil is equal to the product of the corresponding parameter and the Q Pthe product of the corresponding parameter and the pile diameter D.

[0154] (2) Calculation of the vertical displacement Z2 of the pile tip:

[0155] According to the sand QZ curve parameters, the vertical displacement Z2 of the pile tip is equal to the product of the corresponding parameter and the pile diameter D.

[0156] The data pair of Z2 / D and Q / Q P in the sand QZ curve parameter table is regarded as a standard function. At this time, according to the above calculation, the axial ultimate bearing capacity t max of the pile can be obtained, and then the Q and Z2 values corresponding to each sample point are calculated according to the QZ2 curve parameter table. Generally, five sample points are calculated.

[0157] Table 7 Sand QZ curve parameters

[0158] Sample Z2 / D Q / Q P ]]> 1 0.002 0.25 2 0.013 0.50 3 0.042 0.75 4 0.073 0.90 5 0.100 1.00

[0159] Specifically, as shown in Table 7, taking sample 3 as an example, from Table 7, it can be seen that Q / Q P = 0.75, and Q P = Nq * p0, so Q = 0.75 * Q P can be obtained. Therefore, after the ultimate pile tip bearing capacity Q p of the sand is calculated, the pile tip bearing capacity Q of the sand can be calculated. Similarly, the vertical displacement Z2 of the pile tip of the sand can be quickly calculated by referring to Table 7 and the pile diameter.

[0160] Through the above method, the PY data of clay, the TZ data of clay and the QZ data of clay, the PY data of sand, the TZ data of sand and the QZ data of sand can be calculated respectively.

[0161] Step S103, checking the intermediate result data to determine whether the intermediate result data is qualified.

[0162] Step S104, if qualified, outputting the intermediate result data.

[0163] Step S105, if not qualified, adjusting the calculation parameters of the sea wind foundation pile soil.

[0164] In some embodiments, during the sea wind foundation pile soil data processing process, the designer needs to check the intermediate result data, that is, the PY data of clay, the TZ data of clay and the QZ data of clay, the PY data of sand, the TZ data of sand and the QZ data of sand are checked to determine whether the intermediate result data is qualified. Specifically, when these intermediate result data meet the curve trend, it is determined that the intermediate result data is qualified, otherwise it is determined as unqualified. When it is determined as unqualified, the design parameters need to be selected again for recalculation until the curve meets the requirements.

[0165] In the original intermediate data result checking mode: the designer manually selects data according to the calculation result, and then draws a PY, TZ and QT curve by using Excel to draw a table to manually check the accuracy of the data. If the curve is not drawn ideally, the curve needs to be deleted and redrawn repeatedly. This work is relatively cumbersome and time-consuming. The present application adopts a new checking mode: the user can directly select the required data on the operation interface, and can directly click on the "draw PY curve", "draw TZ curve" and "draw QZ curve" on the corresponding interface to pop up the corresponding drawing interface and curve. The user can also set the maximum value, minimum value and interval size according to the needs, which is very convenient.

[0166] Further, in the embodiment of the present application, the user can also output the PY data, TZ data and QZ data to the local computer by clicking the "output intermediate result" button on the main interface. At this time, the system can automatically draw the corresponding curve in the Excel table according to the user's needs, so as to be used by the designer.

[0167] Further, in the embodiment of the present application, the output intermediate result data includes: judging whether the output data trigger signal is received; if yes, converting the intermediate result data into interface data corresponding to the output data trigger signal and outputting.

[0168] Specifically, in the embodiment of the present application, after the intermediate data checking is completed, the ANSYS and SACS interface data files can be output. The original data output is that the designer manually calculates and inputs into the corresponding TXT file according to the PY, TZ and QZ data and the ANSYS and SACS interface data rules. The calculation process is cumbersome, the workload is large, the human error is more, and the error cannot be found. Moreover, the software has a strict requirement on the number and position of spaces, so the accuracy of the calculation cannot be guaranteed.

[0169] According to the ANSYS and SACS interface data rules, the present application uses computer technology to connect with the TXT file interface, realizes the one-key data generation function. The designer only needs to click "SCAS output" and "ANSYS output" to see the file output to the specified directory. This completely releases the designer from the heavy work, and guarantees the accurate calculation of the Haifeng foundation pile soil analysis, which lays a solid foundation for the smooth development of the Haifeng project. The output data trigger signal is the signal generated by the designer clicking the "SCAS output" button or the "ANSYS output" button.

[0170] Reference Figure 5Fig. 1 shows a structural schematic diagram of a preferred embodiment of the sea wind foundation pile soil data processing system according to the present application. The sea wind foundation pile soil data processing system can be applied to the sea wind foundation pile soil data processing method disclosed in the embodiments of the present application.

[0171] Specifically, as shown in Fig. 1, the sea wind foundation pile soil data processing system comprises: Figure 5

[0172] A parameter input unit 501 is configured to input calculation parameters of the sea wind foundation pile soil.

[0173] Optionally, in the embodiments of the present application, the calculation parameters comprise foundation design parameter data and curve parameter data. The foundation design parameter data comprises pile foundation design parameter data and soil layer design parameter data. The curve parameter data comprises curve design parameter data and curve drawing parameter data.

[0174] The pile foundation design parameter data comprises but is not limited to pile diameter, non-dimensional empirical constant, load type, pile length, unit length, PY initial code, TZ initial code and QZ initial code.

[0175] The soil layer design parameter data comprises but is not limited to soil layer description, soil layer number, state / density / weathering grade, layer bottom depth, layer thickness, soil type, soil buoyant density, undisturbed saturated cohesive soil undrained unconsolidated shear strength, strain at half of the ultimate strength of cohesive soil undrained compression test, internal friction angle of non-cohesive soil, soil-pile friction angle and initial modulus of subgrade reaction.

[0176] The curve design parameter data comprises but is not limited to clay curve design parameter, sand curve design parameter and QZ curve design parameter. The curve drawing parameter data comprises but is not limited to PY curve drawing parameter, TZ curve drawing parameter and QZ curve drawing parameter. The PY curve is a relationship curve between the soil reaction P at a preset point (e.g. X) below the mud surface and the deflection Y of the pile at the point under the action of horizontal load. The TZ curve is a relationship curve between the axial bond force or lateral friction of the pile soil and the local vertical displacement of the pile. The QZ curve is a relationship curve between the pile end bearing capacity and the pile end vertical displacement. The PY curve method is a composite subgrade reaction method.

[0177] A calculation unit 502 is configured to perform calculation based on the calculation parameters to obtain intermediate result data of the sea wind foundation pile soil.

[0178] The calculation of the calculation unit 502 on the intermediate result data can refer to the aforementioned embodiments.

[0179] A checking unit 503 is configured to check the intermediate result data to determine whether the intermediate result data is qualified.

[0180] ​The output unit 504 is configured to output the intermediate result data when the intermediate result data is qualified.

[0181] The adjustment unit 505 is configured to adjust the calculation parameter of the sea wind foundation pile soil when the intermediate result data is unqualified.

[0182] The application uses information software calculation mode instead of manual calculation mode, and the operation is intuitive and convenient, and several seconds are used instead of several days or even several months of manual calculation time, so that the efficiency of office work is realized, the designers are relieved from heavy and large amount of repetitive work, and the error rate and labor cost are reduced.

[0183] Automatic data integrity checking can be realized: during the input of the geological exploration parameters and the soil parameters by the designer, the system can check the associated data to prevent data omission or out-of-range phenomenon, and the integrity of all data is checked before calculation to ensure the accuracy of calculation.

[0184] PY, TZ and QZ curves can be automatically drawn, and the calculation results and graphics can be output to Excel, and the discretization results can be intuitively expressed in tables and graphics to assist the designer in improving the design data rationality checking, improving the data quality, and further improving the accuracy of the pile foundation inspection.

[0185] The data interface file of ANSYS and SACS, two main finite element software, is automatically generated, the calculation rules are assigned to the system, one-key calculation is realized, the original manual operation is replaced, the designers are relieved from a large amount of repetitive operation, and the work efficiency and data quality are greatly improved. In the case of insufficient manpower, great contribution is made to ensure the design progress and quality.

[0186] The designer can quickly realize multiple calculations through batch import, and only needs to change the parameters when the project is changed, without a large amount of repetitive operation, and has good inheritance. The system interface is intuitive, simple to operate, and easy to use, and the designer can quickly work when the designer is changed.

[0187] The various embodiments in the specification are described in a progressive manner, and each embodiment focuses on the difference from other embodiments, and the same and similar parts of each embodiment can be referred to each other. For the device disclosed in the embodiment, since it corresponds to the method disclosed in the embodiment, the description is relatively simple, and the related parts can be referred to the method part.

[0188] Those skilled in the art will further realize that the mere conception of the examples described herein is not inducing the patentable subject matter recited in each claim. The combinations and / or sequences of various example elements, steps, operations, actions, and / or functions described in each example are not necessarily the only possible combinations and / or sequences for practicing the claimed subject matter. Those skilled in the art will further realize that the mechanisms of the various examples described herein are for implementing the several embodiments and are not meant to be limiting as to the scope of the claimed subject matter. That is, the protection afforded to the claimed subject matter is not limited to the mechanisms of practicing the described examples. Therefore, the claimed subject matter should be understood to encompass a variety of subject matter, and equally obvious to those in the art, including but not limited to the following:

[0189] The steps of a method or algorithm described in connection with the examples disclosed herein can be embodied directly in hardware, in a software module executed by a processor, or in a combination of the two. A software module can reside in RAM, flash memory, ROM, electrically programmable ROM (EPROM or EEPROM), registers, hard disk, a removable disk, a CD-ROM, or any other form of storage medium known in the art. An exemplary storage medium is coupled to the processor such that the processor can read information from, and write information to, the storage medium. In the alternative, the storage medium can be integral to the processor. The processor and the storage medium can reside in an ASIC.

[0190] The examples described herein are only intended to illustrate the technical concepts and features of the present application, and the purpose is to enable those skilled in the art to understand the content of the present application and to implement it accordingly, and cannot limit the protection scope of the present application. Any equivalent changes and modifications made within the scope of the claims of the present application shall be included in the scope of the claims of the present application.

Claims

1. A method for processing soil data for sea-breathing foundation piles, characterized in that, Includes the following steps: Input the calculation parameters for the soil of the sea breeze foundation piles; Based on the calculation parameters, intermediate result data of the sea breeze foundation pile soil is obtained, including: intermediate data of clay based on the calculation parameters, wherein the intermediate result data of clay is PY data, TZ data and QZ data of clay; intermediate data of sand based on the calculation parameters, wherein the intermediate result data of sand is PY data, TZ data and QZ data of sand; the intermediate result data of clay and the intermediate result data of sand constitute the intermediate result data of the sea breeze foundation pile soil. The intermediate result data is verified to determine whether it is qualified. This includes verifying the PY data, TZ data, and QZ data of the clay, as well as the PY data, TZ data, and QZ data of the sand, to determine whether the intermediate result data is qualified. If the intermediate result data conforms to the curve trend, the intermediate result data is determined to be qualified; otherwise, it is determined to be unqualified. If the result is satisfactory, output the intermediate result data. If it fails to meet the requirements, the calculation parameters of the sea breeze foundation pile soil shall be adjusted. The step of obtaining intermediate clay result data based on the calculation parameters includes: Based on the calculation parameters, the clay reaction force and pile deflection at a preset point below the mud surface are calculated to obtain the PY data of the clay. Based on the calculation parameters, the axial cohesion or side friction of the pile soil at a preset point below the mud surface and the local vertical displacement of the pile at a preset point below the mud surface are calculated to obtain the TZ data of the clay. Based on the calculation parameters, the pile tip bearing capacity and vertical displacement of the clay are calculated to obtain the QZ data of the clay. The intermediate data calculation of sand based on the calculation parameters to obtain intermediate result data of sand includes: Based on the calculation parameters, the deflection of the pile and the soil reaction force of the sand at a preset point below the mud surface are calculated to obtain the PY data of the sand. Based on the calculation parameters, the axial cohesion or side friction of the pile soil at a preset point below the mud surface, as well as the local vertical displacement of the pile at the preset point below the mud surface, are calculated to obtain the TZ data of the sand soil. Based on the calculation parameters, the pile tip bearing capacity and vertical displacement of the sand are calculated to obtain the QZ data of the sand.

2. The method for processing soil data for sea-wind foundation piles according to claim 1, characterized in that, The calculation parameters for the input sea breeze foundation pile soil include: Import the calculation parameters of the sea breeze foundation pile soil in batches; or, enter the calculation parameters of the sea breeze foundation pile soil row by row.

3. The method for processing soil data for sea-breathing foundation piles according to claim 2, characterized in that, The method further includes: If the calculation parameters of the sea breeze foundation pile soil are entered row by row, the data integrity of the calculation parameters of the sea breeze foundation pile soil will be checked during the input process.

4. The method for processing soil data for sea-wind foundation piles according to claim 1, characterized in that, The calculation parameters include: basic design parameter data and curve parameter data; The basic design parameter data includes: pile foundation design parameter data and soil layer design parameter data; The curve parameter data includes: curve design parameter data and curve drawing parameter data.

5. The method for processing soil data for sea-wind foundation piles according to claim 4, characterized in that, The pile foundation design parameters include: pile diameter, dimensionless empirical constant, load type, pile length, element length, PY initial code, TZ initial code, and QZ initial code; The soil layer design parameters include: soil layer description, soil layer number, state / density / weathering grade, bottom depth, layer thickness, soil type, buoyancy unit weight of soil, undrained unconsolidated shear strength of undrained saturated cohesive soil, strain at half the ultimate strength of undrained compression test of cohesive soil, internal friction angle of non-cohesive soil, soil-pile friction angle, and initial modulus of foundation reaction force. The curve design parameter data includes: clay curve design parameters, sand curve design parameters, and QZ curve design parameters; The curve plotting parameter data includes: PY curve plotting parameters, TZ curve plotting parameters, and QZ curve plotting parameters.

6. The method for processing soil data for sea-wind foundation piles according to claim 1, characterized in that, The intermediate result data output includes: Determine whether an output data trigger signal has been received; If so, the intermediate result data is converted into interface data corresponding to the output data trigger signal and output according to the output data trigger signal.

7. A data processing system for sea-wind foundation piles and soil, characterized in that, include: The parameter input unit is used to input the calculation parameters of the soil for the sea breeze foundation piles; The calculation unit is used to perform calculations based on the calculation parameters to obtain intermediate result data of the soil for the sea breeze foundation piles. This includes: calculating intermediate data for clay based on the calculation parameters to obtain intermediate result data for clay, wherein the intermediate result data for clay includes PY data, TZ data, and QZ data for clay; calculating intermediate data for sand based on the calculation parameters to obtain intermediate result data for sand, wherein the intermediate result data for sand includes PY data, TZ data, and QZ data for sand; the intermediate result data for clay and the intermediate result data for sand constitute the intermediate result data for the soil for the sea breeze foundation piles. The verification unit is used to verify the intermediate result data to determine whether the intermediate result data is qualified. This includes verifying the PY data, TZ data, and QZ data of the clay, and the PY data, TZ data, and QZ data of the sand, to determine whether the intermediate result data is qualified. If the intermediate result data conforms to the curve trend, the intermediate result data is determined to be qualified; otherwise, it is determined to be unqualified. An output unit is used to output the intermediate result data when the intermediate result data is qualified. An adjustment unit is used to adjust the calculation parameters of the sea breeze foundation pile soil when the intermediate result data is unqualified. The step of obtaining intermediate clay result data based on the calculation parameters includes: Based on the calculation parameters, the clay reaction force and pile deflection at a preset point below the mud surface are calculated to obtain the PY data of the clay. Based on the calculation parameters, the axial cohesion or side friction of the pile soil at a preset point below the mud surface and the local vertical displacement of the pile at a preset point below the mud surface are calculated to obtain the TZ data of the clay. Based on the calculation parameters, the pile tip bearing capacity and vertical displacement of the clay are calculated to obtain the QZ data of the clay. The intermediate data calculation of sand based on the calculation parameters to obtain intermediate result data of sand includes: Based on the calculation parameters, the deflection of the pile and the soil reaction force of the sand at a preset point below the mud surface are calculated to obtain the PY data of the sand. Based on the calculation parameters, the axial cohesion or side friction of the pile soil at a preset point below the mud surface, as well as the local vertical displacement of the pile at the preset point below the mud surface, are calculated to obtain the TZ data of the sand soil. Based on the calculation parameters, the pile tip bearing capacity and vertical displacement of the sand are calculated to obtain the QZ data of the sand.

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