Suction barrel foundation installation evaluation method, device, equipment, medium and product

Abstract

The invention relates to the technical field of electronics, and discloses a suction cylinder foundation installation assessment method, device, equipment, medium and product, the method comprises the following steps: dividing a land into a plurality of types of soil bodies according to the drainage condition of the soil bodies, and determining the suction cylinder foundation installation on the basis of first test data and a penetration resistance empirical formula of the different types of soil bodies in the self-weight penetration stage of the suction cylinder; performing inversion to obtain an end resistance coefficient value and a frictional resistance coefficient value corresponding to various types of soil bodies in the self-weight penetration stage of the suction barrel, and performing self-weight penetration on the basis of second test data and a penetration resistance empirical formula of the suction barrel in different types of soil bodies in the negative-pressure penetration stage of the suction barrel; the end resistance coefficient values and the frictional resistance coefficient values corresponding to the various types of soil bodies of the suction barrel in the negative pressure penetration stage are obtained through inversion, the end resistance coefficient values and the frictional resistance coefficient values corresponding to the different penetration stages of the various types of soil bodies of the suction barrel can be accurately determined, and then evaluation of suction barrel foundation installation can be accurately carried out.

Description

Technical Field

[0001] The present invention relates to the field of electronic technology, and particularly to an evaluation method, device, equipment, medium and product for the installation of suction bucket foundations. Background Art

[0002] The design evaluation of the installation of offshore wind power suction bucket foundations aims to optimize the problems existing in the installation design of suction bucket jacket foundations, so that on the basis of adapting to deep and far - sea and large - capacity units, it can meet the feasibility of offshore construction of ordinary ship - borne equipment. In related technologies, generally, the cone penetration test (CPT) method is used to calculate the penetration resistance of the suction bucket. For the two key parameters, namely the tip resistance coefficient and the friction resistance coefficient, which are used in the calculation process, the recommended values applicable only to stiff clay and dense sand are adopted. For soft soil and stratified soil with poor soil conditions, using the recommended values of the key parameters to calculate the penetration resistance will cause a large error in the prediction of the penetration resistance, resulting in serious inclination during the penetration of the suction bucket, which has a negative impact on the subsequent suction installation. Summary of the Invention

[0003] In view of this, the present invention provides an evaluation method, device, equipment, medium and product for the installation of suction bucket foundations, so as to solve the problem in related technologies that using the recommended values of key parameters to evaluate the penetration resistance when the suction bucket penetrates in soft soil and stratified soil with poor soil conditions will lead to inaccurate prediction results of the penetration resistance and unable to accurately design and evaluate the installation of the suction bucket foundation.

[0004] In a first aspect, the present invention provides an evaluation method for the installation of suction bucket foundations, and the method includes: dividing the soil into multiple types of soil according to the normalized penetration speed of the suction bucket in the soil; obtaining multiple groups of first test data when the suction bucket performs self - weight penetration in each type of soil and multiple groups of second test data when the suction bucket performs negative - pressure sinking penetration in each type of soil; iteratively solving the penetration resistance empirical formula based on the multiple groups of first test data when the suction bucket performs self - weight penetration in each type of soil to obtain the tip resistance coefficient value and the friction resistance coefficient value when the suction bucket performs self - weight penetration in the corresponding type of soil; iteratively solving the penetration resistance empirical formula based on the multiple groups of second test data when the suction bucket performs negative - pressure sinking penetration in each type of soil to obtain the tip resistance coefficient value and the friction resistance coefficient value when the suction bucket performs negative - pressure sinking penetration in the corresponding type of soil; evaluating the installation of the suction bucket foundation based on the tip resistance coefficient values and the friction resistance coefficient values corresponding to the suction bucket performing self - weight penetration in different types of soil and the tip resistance coefficient values and the friction resistance coefficient values corresponding to the suction bucket performing negative - pressure sinking penetration in different types of soil.

[0005] The evaluation method for the installation of suction bucket foundations provided by the present invention divides the land into multiple types of soil masses according to the drainage conditions of the soil masses. Based on multiple groups of first test data during the self-weight penetration of the suction bucket in each type of soil mass, the empirical formula for penetration resistance is iteratively solved to obtain the tip resistance coefficient value and the frictional resistance coefficient value when the suction bucket undergoes self-weight penetration in the corresponding type of soil mass. Based on multiple groups of second test data during the negative-pressure sinking penetration of the suction bucket in each type of land, the empirical formula for penetration resistance is iteratively solved to obtain the tip resistance coefficient value and the frictional resistance coefficient value when the suction bucket undergoes negative-pressure sinking penetration in the corresponding type of soil mass. The installation of the suction bucket foundation is evaluated based on the tip resistance coefficient values and the frictional resistance coefficient values corresponding to the self-weight penetration of the suction bucket in different types of soil masses, as well as the tip resistance coefficient values and the frictional resistance coefficient values corresponding to the negative-pressure sinking penetration of the suction bucket in different types of soil masses. The method provided by the present invention divides the land into multiple types of soil masses according to the drainage conditions of the soil masses. Based on the first test data of the suction bucket in different types of soil masses during the self-weight penetration stage and the empirical formula for penetration resistance, the tip resistance coefficient value and the frictional resistance coefficient value corresponding to each type of soil mass during the self-weight penetration stage of the suction bucket are inversely obtained. Based on the second test data of the suction bucket in different types of soil masses during the negative-pressure sinking penetration stage and the empirical formula for penetration resistance, the tip resistance coefficient value and the frictional resistance coefficient value corresponding to each type of soil mass during the negative-pressure sinking penetration stage of the suction bucket are inversely obtained. The tip resistance coefficient value and the frictional resistance coefficient value corresponding to different penetration stages of the suction bucket in each type of soil mass can be accurately determined. Based on the tip resistance coefficient value and the frictional resistance coefficient value corresponding to different penetration stages of the suction bucket in each type of soil mass, the evaluation of the installation of the suction bucket foundation can be accurately carried out, solving the problem of large errors existing in the evaluation of the installation of the suction bucket foundation by using the recommended values of key parameters in the related art.

[0006] In an alternative embodiment, for multiple types of soil, namely undrained soil, partially drained soil, and drained soil, the steps of iteratively solving the penetration resistance empirical formula based on multiple sets of first test data during self-weight penetration of the suction caisson in each type of soil to obtain the tip resistance coefficient value and the frictional resistance coefficient value when the suction caisson undergoes self-weight penetration in the corresponding type of soil include: obtaining the first tip resistance coefficient value when the suction caisson undergoes self-weight penetration in undrained soil; based on multiple sets of first test data and the first tip resistance coefficient value when the suction caisson undergoes self-weight penetration in undrained soil, iteratively solving the penetration resistance empirical formula to obtain the first frictional resistance coefficient value when the suction caisson undergoes self-weight penetration in undrained soil; based on multiple sets of first test data during self-weight penetration of the suction caisson in the first type of partially drained soil, solving the penetration resistance empirical formula to obtain the second tip resistance coefficient value and the second frictional resistance coefficient value when the suction caisson undergoes self-weight penetration in the first type of partially drained soil, where the first type of partially drained soil is soil with a normalized velocity belonging to a first range; taking the first tip resistance coefficient as the third tip resistance coefficient value when the suction caisson undergoes self-weight penetration in the second type of partially drained soil, and using the third tip resistance coefficient and multiple sets of first test data during self-weight penetration of the suction caisson in the second type of partially drained soil to solve the penetration resistance empirical formula to obtain the third frictional resistance coefficient value when the suction caisson undergoes self-weight penetration in the second type of partially drained soil, where the second type of partially drained soil is soil with a normalized velocity input belonging to a second range, and the first range and the second range are different; based on multiple sets of test data during self-weight penetration of the suction caisson in drained soil, solving the penetration resistance empirical formula to obtain the fourth tip resistance coefficient value and the fourth frictional resistance coefficient value.

[0007] In an alternative embodiment, the steps of iteratively solving the penetration resistance empirical formula based on multiple sets of second test data during negative pressure penetration of the suction caisson in each type of soil to obtain the tip resistance coefficient value and the frictional resistance coefficient value when the suction caisson undergoes negative pressure penetration in the corresponding type of soil include: obtaining the fifth tip resistance coefficient value when the suction caisson undergoes negative pressure penetration in partially drained soil; using multiple sets of second test data and the fifth tip resistance coefficient value when the suction caisson undergoes negative pressure penetration in partially drained soil to solve the penetration resistance empirical formula to obtain the fifth frictional resistance coefficient value when the suction caisson undergoes negative pressure penetration in partially drained soil; using multiple sets of second test data during negative pressure penetration of the suction caisson in drained soil to iteratively solve the penetration resistance empirical formula to obtain the sixth tip resistance coefficient value and the sixth frictional resistance coefficient value when the suction caisson undergoes negative pressure penetration in partially drained soil.

[0008] In an alternative embodiment, the steps of evaluating the installation of the suction bucket foundation based on the end resistance coefficient values and frictional resistance coefficient values corresponding to the self-weight penetration of the suction bucket in different types of soil and the end resistance coefficient values and frictional resistance coefficient values corresponding to the negative pressure sinking penetration of the suction bucket in different types of soil include: obtaining the gravity, specification data, target penetration depth of the suction bucket, and soil layer information of the target area; determining the target end resistance coefficient values and target frictional resistance coefficient values of each soil layer in the target area based on the soil layer information of the target area, the end resistance coefficient values and frictional resistance coefficient values corresponding to the self-weight penetration of the suction bucket in different types of soil, and the end resistance coefficient values and frictional resistance coefficient values corresponding to the negative pressure sinking penetration of the suction bucket in different types of soil; calculating the target penetration resistance corresponding to different penetration depths when the suction bucket is installed in the target area based on the target end resistance coefficient values, target frictional resistance coefficient values of each soil layer in the target area, the specification data of the suction bucket, and the target penetration depth; calculating the negative pressure suction values corresponding to different penetration depths when the suction bucket is installed in the target area based on the target penetration resistance corresponding to different penetration depths when the suction bucket is installed in the target area, the specification data, and the gravity of the suction bucket; and evaluating the installation of the suction bucket foundation based on the negative pressure suction values corresponding to different penetration depths when the suction bucket is installed in the target area.

[0009] In an alternative embodiment, the method further includes: when receiving an evaluation of the impact of the lowering of the suction bucket on seabed scouring, obtaining the soil type on the seabed surface and the target lowering speed to be evaluated; if the soil type on the seabed surface is clay, obtaining the suction bucket diameter, pressure loss coefficient, undrained shear strength, seawater density, and foundation bearing capacity coefficient; calculating the first critical lowering speed of the suction bucket based on the suction bucket diameter, pressure loss coefficient, undrained shear strength, seawater density, and foundation bearing capacity coefficient; and evaluating the impact of the lowering of the suction bucket on seabed scouring based on the target lowering speed and the first critical lowering speed.

[0010] In an alternative embodiment, the method further includes: when the soil type on the seabed surface is sand, obtaining the seawater viscosity, water flow influence depth, and second critical lowering speed; calculating the water flow velocity at the seabed corresponding to different lowering depths based on the water flow influence depth and the target lowering speed of the suction bucket; calculating the maximum scouring depth of the suction bucket based on the water flow velocity at the seabed corresponding to different lowering depths, the suction bucket diameter, and the second critical lowering speed; determining the variation information of the scouring depth with the lowering time based on the maximum scouring depth of the suction bucket; determining the final scouring depth of the suction bucket based on the variation information of the scouring depth with the lowering time and the water flow influence depth; and evaluating the impact of the suction bucket on seabed scouring based on the final scouring depth of the suction bucket.

[0011] Second aspect, the present invention provides an evaluation device for the installation of suction bucket foundations, the device comprising: a division module for dividing soil into multiple types of soil according to the normalized penetration velocity of the suction bucket in the soil; a first acquisition module for acquiring multiple groups of first test data when the suction bucket performs self-weight penetration in each type of soil and multiple groups of second test data when the suction bucket performs negative-pressure penetration in each type of soil; a first solution module for iteratively solving the penetration resistance empirical formula based on the multiple groups of first test data when the suction bucket performs self-weight penetration in each type of soil to obtain the end resistance coefficient value and the friction resistance coefficient value when the suction bucket performs self-weight penetration in the corresponding type of soil; a second solution module for iteratively solving the penetration resistance empirical formula based on the multiple groups of second test data when the suction bucket performs negative-pressure penetration in each type of soil to obtain the end resistance coefficient value and the friction resistance coefficient value when the suction bucket performs negative-pressure penetration in the corresponding type of soil; a first evaluation module for evaluating the installation of the suction bucket foundation based on the end resistance coefficient values and the friction resistance coefficient values corresponding to the suction bucket performing self-weight penetration in different types of soil and the end resistance coefficient values and the friction resistance coefficient values corresponding to the suction bucket performing negative-pressure penetration in different types of soil.

[0012] Third aspect, the present invention provides a computer device, comprising: a memory and a processor, which are communicatively connected to each other, and a computer instruction is stored in the memory, and the processor executes the computer instruction to execute the evaluation method for the installation of the suction bucket foundation according to the first aspect or any corresponding embodiment thereof.

[0013] Fourth aspect, the present invention provides a computer-readable storage medium, on which a computer instruction is stored, and the computer instruction is used to cause a computer to execute the evaluation method for the installation of the suction bucket foundation according to the first aspect or any corresponding embodiment thereof.

[0014] Fifth aspect, the present invention provides a computer program product, comprising a computer instruction, and the computer instruction is used to cause a computer to execute the evaluation method for the installation of the suction bucket foundation according to the first aspect or any corresponding embodiment thereof. Description of the Drawings

[0015] In order to more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following will briefly introduce the drawings required for the description of the specific embodiments or the prior art. Obviously, the drawings in the following description are some embodiments of the present invention. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0016] Figure 1 is a schematic flowchart of the evaluation method for the installation of the suction bucket foundation according to an embodiment of the present invention;

[0017] Figure 2 is a schematic flowchart of another evaluation method for the installation of a suction caisson foundation according to an embodiment of the present invention;

[0018] Figure 3 is a schematic flowchart of evaluating key parameters corresponding to different soil types at different installation stages;

[0019] Figure 4 is a schematic flowchart of yet another evaluation method for the installation of a suction caisson foundation according to an embodiment of the present invention;

[0020] Figure 5 is a structural block diagram of an evaluation device for the installation of a suction caisson foundation according to an embodiment of the present invention;

[0021] Figure 6 is a schematic diagram of the hardware structure of a computer device according to an embodiment of the present invention. Detailed implementation manners

[0022] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are some, but not all, of the embodiments of the present invention. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts shall fall within the protection scope of the present invention.

[0023] In the related art, generally, the cone penetration test (CPT) method is used to calculate the penetration resistance of the suction caisson. For the two key parameters, namely the tip resistance coefficient and the friction resistance coefficient, which are used in the calculation process, the recommended values applicable only to stiff clay and dense sand are adopted. For soft soil and stratified soil with poor soil conditions, using the recommended values of the key parameters to calculate the penetration resistance will cause a large error in the prediction of the penetration resistance, resulting in serious inclination during the penetration of the suction caisson and having a negative impact on the subsequent suction installation.

[0024] In view of this, an evaluation method for the installation of a suction bucket foundation provided by an embodiment of the present application can be applied to a server to evaluate the installation process of the suction bucket foundation. According to the method provided by the present application, the land is divided into multiple types of soil bodies according to the drainage conditions of the soil bodies. Based on the first test data of different types of soil bodies in the self-weight penetration stage of the suction bucket and the penetration resistance empirical formula, the end resistance coefficient value and the friction resistance coefficient value corresponding to each type of soil body of the suction bucket in the self-weight penetration stage are inversely obtained. Based on the second test data of different types of soil bodies in the negative-pressure sinking penetration stage of the suction bucket and the penetration resistance empirical formula, the end resistance coefficient value and the friction resistance coefficient value corresponding to each type of soil body of the suction bucket in the negative-pressure sinking penetration stage are inversely obtained. The end resistance coefficient value and the friction resistance coefficient value corresponding to different penetration stages of the suction bucket in each type of soil body can be accurately determined. Based on the end resistance coefficient value and the friction resistance coefficient value corresponding to different penetration stages of the suction bucket in each type of soil body, the evaluation of the suction bucket foundation installation can be accurately carried out, solving the problem of large errors in the evaluation of the suction bucket foundation installation by using the recommended values of key parameters in the related art.

[0025] According to an embodiment of the present invention, an embodiment of an evaluation method for the installation of a suction bucket foundation is provided. It should be noted that the steps shown in the flowchart of the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions, and although the logical order is shown in the flowchart, in some cases, the steps shown or described can be executed in a different order than here.

[0026] In this embodiment, an evaluation method for the installation of a suction bucket foundation is provided, which can be used for the above-mentioned server. Figure 1 It is a flowchart of an evaluation method for the installation of a suction bucket foundation according to an embodiment of the present invention, as Figure 1 shown, and the process includes the following steps:

[0027] Step S101, divide the soil body into multiple types of soil bodies according to the normalized penetration speed of the suction bucket in the soil body.

[0028] Exemplarily, during the installation of the suction bucket, the shear strength of the same soil body is different under different drainage conditions, and the soil body presents different drainage conditions due to different penetration speeds. Dividing the soil body based on the normalized penetration speed of the soil body is convenient for calculating the key parameter values when the suction bucket penetrates different types of soil bodies based on the soil body type. The definition of the normalized penetration speed is shown in the following formula:

[0029] V = vt / c v

[0030] In the formula, v is the installation speed of the suction bucket, and the typical value in the self-weight sinking penetration stage of on-site installation is 3 m / min, and the typical value in the negative-pressure sinking penetration stage is 3 m / hr; t represents the drainage path, which is the skirt thickness in this formula; cv is the consolidation coefficient of soil mass, which is calculated according to the following formula:

[0031] c v = kE s / r w

[0032] In the formula, k is the permeability coefficient of soil mass; E s is the one-dimensional compression modulus; r w is the unit weight of water.

[0033] Step S102: Obtain multiple groups of first test data of the suction bucket during self-weight penetration in various types of soil masses and multiple groups of second test data of the suction bucket during negative-pressure penetration in various types of soil.

[0034] Exemplarily, a group of first test data may include, but is not limited to, the cone tip resistance values corresponding to different penetration depths of the suction bucket during self-weight penetration, and a group of second test data may include, but is not limited to, the cone tip resistance values corresponding to different penetration depths of the suction bucket during negative-pressure penetration.

[0035] Step S103: Iteratively solve the penetration resistance empirical formula based on multiple groups of first test data of the suction bucket during self-weight penetration in various types of soil masses, and obtain the end resistance coefficient value and the friction resistance coefficient value of the suction bucket during self-weight penetration in the corresponding type of soil mass.

[0036] Exemplarily, in the embodiment of the present application, the penetration resistance empirical formula is shown as the following formula:

[0037]

[0038] Among them, R is the penetration resistance of the suction bucket, d represents the penetration depth, k p represents the end resistance coefficient; A p represents the skirt end area of the suction bucket; A s represents the unit side area of the bucket skirt; q c represents the cone tip resistance value measured by the static cone penetration test (CPT); k f represents the friction resistance coefficient.

[0039] Solve the penetration resistance empirical formula with multiple groups of first test data of various types of soil masses to obtain the end resistance coefficient value and the friction resistance coefficient value of the suction bucket during self-weight penetration in the corresponding type of soil mass.

[0040] Step S104: Iteratively solve the penetration resistance empirical formula based on multiple groups of second test data of the suction bucket during negative-pressure penetration in various types of soil, and obtain the end resistance coefficient value and the friction resistance coefficient value of the suction bucket during negative-pressure penetration in the corresponding type of soil mass.

[0041] Exemplarily, in the embodiments of the present application, a set of second test data of various types of soil bodies is used to iteratively solve the penetration resistance empirical formula, so as to obtain the end resistance coefficient value and the friction resistance coefficient value when the corresponding type of soil body undergoes negative pressure penetration.

[0042] Step S105: Evaluate the installation of the suction bucket foundation based on the end resistance coefficient values and the friction resistance coefficient values respectively corresponding to the suction bucket during self-weight penetration in different types of soil bodies and the end resistance coefficient values and the friction resistance coefficient values respectively corresponding to the suction bucket during negative pressure penetration in different types of soil bodies.

[0043] Exemplarily, in the embodiments of the present application, based on the end resistance coefficient value, the friction resistance coefficient value, and the penetration resistance empirical formula of the suction bucket during self-weight penetration in various types of soil bodies, the penetration resistance of the suction bucket during self-weight penetration in the corresponding type of soil can be calculated. Based on the end resistance coefficient value, the friction resistance coefficient value, and the penetration resistance empirical formula of the suction bucket during negative pressure penetration in various types of soil bodies, the penetration resistance of the suction bucket during negative pressure penetration in the corresponding type of soil can be calculated, so as to realize the evaluation of the foundation installation of the suction bucket.

[0044] The evaluation method for the installation of the suction bucket foundation provided in this embodiment divides the soil into multiple types of soil bodies according to the drainage conditions of the soil bodies. Based on the first test data and the penetration resistance empirical formula of the suction bucket during the self-weight penetration stage in different types of soil bodies, the end resistance coefficient value and the friction resistance coefficient value corresponding to each type of soil body of the suction bucket during the self-weight penetration stage are inversely obtained. Based on the second test data and the penetration resistance empirical formula of the suction bucket during the negative pressure penetration stage in different types of soil bodies, the end resistance coefficient value and the friction resistance coefficient value corresponding to each type of soil body of the suction bucket during the negative pressure penetration stage are inversely obtained. The end resistance coefficient value and the friction resistance coefficient value corresponding to each type of soil body of the suction bucket during different penetration stages can be accurately determined. Based on the end resistance coefficient value and the friction resistance coefficient value corresponding to each type of soil body of the suction bucket during different penetration stages, the evaluation of the installation of the suction bucket foundation can be accurately carried out, solving the problem of large errors in the evaluation of the installation of the suction bucket foundation by using the recommended values of key parameters in the related art.

[0045] In this embodiment, an evaluation method for the installation of the suction bucket foundation is provided, which can be used for the above-mentioned server. Figure 2 It is a flowchart of the evaluation method for the installation of the suction bucket foundation according to the embodiments of the present invention, as Figure 2 shown, and this process includes the following steps:

[0046] Step S201: Divide the soil into multiple types of soil bodies according to the normalized penetration speed of the suction bucket in the soil body. For details, please refer to Figure 1 Step S101 of the embodiment shown, which will not be elaborated here.

[0047] Step S202: Obtain multiple groups of first test data of the suction bucket during self-weight penetration in various types of soil and multiple groups of second test data of the suction bucket during negative-pressure penetration in various types of soil. For details, please refer to Figure 1 Step S101 of the embodiment shown in

[0048] Step S203: Based on multiple groups of first test data of the suction bucket during self-weight penetration in various types of soil, perform iterative solution on the penetration resistance empirical formula to obtain the end resistance coefficient value and the frictional resistance coefficient value of the suction bucket during self-weight penetration in the corresponding type of soil.

[0049] Specifically, for multiple types of soil, namely undrained soil, partially drained soil, and drained soil. In the embodiments of the present application, based on a large amount of on-site data and centrifuge model tests collected, using the normalized penetration velocity, the soil is divided into three categories: undrained soil (UDS), partially drained soil (PDS), and drained soil (DS). V < 0.01 represents drainage, V > 30 represents undrained, and 0.01 < V < 30 represents different degrees of partial drainage. V essentially characterizes the soil drainage conditions caused by a certain penetration velocity, and its value changes with the penetration depth and velocity. Therefore, the same type of soil may be classified into different categories at different installation stages or different installation velocities. The above step S203 includes:

[0050] Step S2031: Obtain the first end resistance coefficient value of the suction bucket during self-weight penetration in undrained soil.

[0051] Exemplarily, in the embodiments of the present application, the seabed surface soil is a relatively thick soil layer, which is generally classified as a UDS or PDS soil layer during self-weight penetration, that is, the normalized velocity V is greater than 0.01. At this time, the end resistance coefficient is consistent with the recommended value corresponding to clay, that is, the optimal value k p = 0.4, and the maximum value k p = 0.6.

[0052] Step S2032: Based on multiple groups of first test data of the suction bucket during self-weight penetration in undrained soil and the first end resistance coefficient value, perform iterative solution on the penetration resistance empirical formula to obtain the first frictional resistance coefficient value of the suction bucket during self-weight penetration in undrained soil.

[0053] Exemplarily, use the first end resistance coefficient and multiple groups of first test data of the suction bucket during self-weight penetration in undrained soil to perform iterative solution on the penetration resistance empirical formula, so as to obtain the first frictional resistance coefficient value of the suction bucket during self-weight penetration in undrained soil.

[0054] Step S2033: Solve the penetration resistance empirical formula based on multiple groups of first test data when the suction bucket undergoes self-weight penetration in the first type of partially drained soil, and obtain the second tip resistance coefficient value and the second skin friction coefficient value when the suction bucket undergoes self-weight penetration in the first type of partially drained soil.

[0055] Exemplarily, if it belongs to the PDS soil layer, the values of its key parameters should be analyzed specifically according to the situation. In the embodiments of the present application, the first type of partially drained soil is the soil body whose normalized velocity belongs to the first range. The first range refers to the range of the normalized velocity V being 0.01 < V < 10. Further, the first type of partially drained soil can also be the soil type index I c The soil body closer to the sand boundary. Solve the penetration resistance empirical formula based on multiple groups of first test data when the suction bucket undergoes self-weight penetration in the first type of partially drained soil, and obtain the second tip resistance coefficient value and the second skin friction coefficient value when the suction bucket undergoes self-weight penetration in the first type of partially drained soil.

[0056] Step S2034: Use the first tip resistance coefficient as the third tip resistance coefficient value when the suction bucket undergoes self-weight penetration in the second type of partially drained soil, and solve the penetration resistance empirical formula by using the third tip resistance coefficient and multiple groups of first test data when the suction bucket undergoes self-weight penetration in the second type of partially drained soil, and obtain the third skin friction coefficient value when the suction bucket undergoes self-weight penetration in the second type of partially drained soil.

[0057] Exemplarily, the second type of partially drained soil is the soil body whose normalized velocity belongs to the second range. The first range and the second range are different. The soil body whose normalized velocity belongs to the second range can be the soil body with the normalized velocity V between 10 and 30. The second type of partially drained soil can also be its soil type index I c The soil body closer to the clay boundary. At this time, this soil layer is close to the undrained condition, and the k of the PDS soil layer p Can be set the same as that of the UDS layer, that is, use the first tip resistance coefficient as the third tip resistance coefficient value when the suction bucket undergoes self-weight penetration in the second type of partially drained soil, and solve the penetration resistance empirical formula by using the third tip resistance coefficient value and multiple groups of first test data when the suction bucket undergoes self-weight penetration in the second type of partially drained soil, and obtain the third skin friction coefficient value when the suction bucket undergoes self-weight penetration in the second type of partially drained soil.

[0058] In the embodiments of the present application, the soil classification index I c Is calculated according to the following formula:

[0059] I c =[(3.47 - lgQ tn ) 2 +(lgF r +1.22) 2 ​0.5

[0060]

[0061] Among them, σ v0 is the overburden stress; σ v ′ 0 is the effective overburden stress; f s is the measured sidewall frictional resistance, and q c is the tip resistance. The soil classification is shown in Table 1 below.

[0062] Table 1

[0063]

[0064] Step S2035: Solve the penetration resistance empirical formula based on multiple groups of test data when the suction bucket performs self-weight penetration in drained soil, and obtain the fourth tip resistance coefficient value and the fourth frictional resistance coefficient value when the suction bucket performs self-weight penetration in drained soil.

[0065] Exemplarily, in the embodiment of the present application, the seabed surface is a silt layer intercalated with silt clay layer, and the normalized velocity V is closer to the drained condition. If k p simply keeps consistent with the recommended clay value, no matter how k f is valued, the calculated result always disagrees with the measured self-weight penetration depth. At this time, both k p and k f need to be checked. Solve the penetration resistance empirical formula based on multiple groups of test data when the suction bucket performs self-weight penetration in drained soil, and obtain the fourth tip resistance coefficient value and the fourth frictional resistance coefficient value when the suction bucket performs self-weight penetration in drained soil.

[0066] In the embodiment of the present application, the recommended values of the key parameters are shown in Table 2 below.

[0067] Table 2

[0068]

[0069] Step S204: Iteratively solve the penetration resistance empirical formula based on multiple groups of second test data when the suction bucket performs negative pressure penetration in various types of soil, and obtain the tip resistance coefficient value and the frictional resistance coefficient value when the suction bucket performs negative pressure penetration in the corresponding type of soil. For details, please refer to Figure 1 Step S101 of the shown embodiment, which will not be elaborated here.

[0070] Step S205: Evaluate the installation of the suction bucket foundation based on the end resistance coefficient values and frictional resistance coefficient values corresponding to the suction bucket during self-weight penetration in different types of soil, as well as the end resistance coefficient values and frictional resistance coefficient values corresponding to the suction bucket during negative pressure penetration in different types of soil. For details, please refer to Figure 1 Step S101 of the illustrated embodiment, which will not be elaborated here.

[0071] For the method provided in the embodiment of the present application, the flowchart for evaluating the key parameters corresponding to different soil types at different installation stages is as Figure 3 shown.

[0072] In this embodiment, an evaluation method for the installation of a suction bucket foundation is provided, which can be used for the above-mentioned server. Figure 4 It is a flowchart of the evaluation method for the installation of a suction bucket foundation according to an embodiment of the present invention, as Figure 4 shown, and this process includes the following steps:

[0073] Step S401: Divide the soil into multiple types of soil according to the normalized penetration speed of the suction bucket in the soil. For details, please refer to Figure 1 Step S201 of the illustrated embodiment, which will not be elaborated here.

[0074] Step S402: Obtain multiple groups of first test data when the suction bucket undergoes self-weight penetration in each type of soil and multiple groups of second test data when the suction bucket undergoes negative pressure penetration in each type of soil. For details, please refer to Figure 1 Step S201 of the illustrated embodiment, which will not be elaborated here.

[0075] Step S403: Iteratively solve the penetration resistance empirical formula based on multiple groups of first test data when the suction bucket undergoes self-weight penetration in each type of soil, and obtain the end resistance coefficient value and frictional resistance coefficient value when the suction bucket undergoes self-weight penetration in the corresponding type of soil.

[0076] Step S404: Iteratively solve the penetration resistance empirical formula based on multiple groups of second test data when the suction bucket undergoes negative pressure penetration in each type of soil, and obtain the end resistance coefficient value and frictional resistance coefficient value when the suction bucket undergoes negative pressure penetration in the corresponding type of soil.

[0077] Specifically, the above-mentioned Step S404 includes:

[0078] Step S4041: Obtain the fifth end resistance coefficient value when the suction bucket undergoes negative pressure penetration in partially drained soil.

[0079] Exemplarily, in the embodiment of the present application, the speed of the suction bucket during the negative pressure penetration stage is generally low. According to the normalized speed V, silt is generally classified as PDS, and sand is mostly DS. The cone tip resistance q of the PDS layerc Similar to the UDS, generally not exceeding 2 MPa, the end resistance it can provide is small. Therefore, in the PDS, the setting of k p is similar to that of the UDS, and the recommended value in Table 1 above is adopted.

[0080] Step S4042: Solve the penetration resistance empirical formula by using the second set of test data of the suction bucket during negative pressure penetration in partially drained soil and the fifth end resistance coefficient value, and obtain the fifth friction resistance coefficient value of the suction bucket during negative pressure penetration in partially drained soil.

[0081] Exemplarily, based on the second set of test data of the suction bucket during negative pressure penetration in partially drained soil and the fifth end resistance coefficient value for the penetration resistance empirical formula, iterative calculations are respectively performed on the k f parameters to obtain the fifth friction resistance coefficient value of the suction bucket during negative pressure penetration in partially drained soil. Further, in the analysis of the new wide and shallow cylindrical foundation, the tip resistance q in the PDS layer c oscillates violently, and k p cannot simply adopt the recommended value. Moreover, the normalized velocity V of the PDS layer during the suction penetration stage and the self-weight penetration stage of the suction bucket is quite different, and the k of the two can be p and k f parameters are respectively iteratively calculated to obtain the k of the two sets of PDS layers p and k f parameters.

[0082] Step S4043: Iteratively solve the penetration resistance empirical formula by using the second set of test data of the suction bucket during negative pressure penetration in drained soil, and obtain the sixth end resistance coefficient value and the sixth friction resistance coefficient value of the suction bucket during negative pressure penetration in partially drained soil.

[0083] Exemplarily, in the embodiments of the present application, in the DS soil mass, the tip resistance q c is very large, resulting in a significant increase in the end resistance of the suction bucket, and the proportion in the total penetration resistance becomes higher. At this time, k p and k f need to be checked simultaneously. Since the measured suction increases sharply instantaneously when entering the DS layer, and the side friction resistance in the DS layer is almost 0 (the side area in the DS is close to 0), therefore, first keep k f unchanged, and only correct k p to make the peak value of the predicted suction value coincide with the measured suction value. Subsequently, keep k p unchanged, and through iterative k f make the subsequent measured suction curve coincide with the predicted value and reach the minimum error, so as to obtain the sixth end resistance coefficient value and the sixth friction resistance coefficient value of the suction bucket during negative pressure penetration in the partially drained soil DS.

[0084] Step S405: Evaluate the installation of the suction bucket foundation based on the end resistance coefficient values and frictional resistance coefficient values corresponding to the self-weight penetration of the suction bucket in different types of soil, as well as the end resistance coefficient values and frictional resistance coefficient values corresponding to the negative pressure penetration of the suction bucket in different types of soil.

[0085] Specifically, the above-mentioned step S405 includes:

[0086] Step S4051: Obtain the gravity, specification data, target penetration depth of the suction bucket, and soil layer information of the target area.

[0087] Exemplarily, the specification data may include but is not limited to the skirt thickness t (m), skirt length L (m), and suction bucket diameter D (m). The soil layer information of the target area includes the number of soil layer divisions and the soil type of each layer. In the embodiments of the present application, the gravity G of the suction bucket, the specification data, the target penetration depth D, and the soil layer information of the target area are obtained.

[0088] Step S4052: Based on the soil layer information of the target area, the end resistance coefficient values and frictional resistance coefficient values corresponding to the self-weight penetration of the suction bucket in different types of soil, as well as the end resistance coefficient values and frictional resistance coefficient values corresponding to the negative pressure penetration of the suction bucket in different types of soil, determine the target end resistance coefficient values and target frictional resistance coefficient values of each soil layer in the target area.

[0089] Exemplarily, the target end resistance coefficient values and target frictional resistance coefficient values corresponding to each soil layer type in the target area are determined from the end resistance coefficient values and frictional resistance coefficient values corresponding to the self-weight penetration of different types of soil, as well as the end resistance coefficient values corresponding to the negative pressure penetration of different types of soil.

[0090] Step S4053: Calculate the target penetration resistance corresponding to different penetration depths when the suction bucket is installed in the target area based on the target end resistance coefficient values, target frictional resistance coefficient values, specification data of the suction bucket, and target penetration depth of each soil layer in the target area.

[0091] Exemplarily, the target end resistance coefficient values, target frictional resistance coefficient values, specification data of the suction bucket, and target penetration depth of each soil layer in the target area are used to solve the penetration resistance empirical formula to obtain the target penetration resistance corresponding to different penetration depths when the suction bucket is installed in the target area. In the embodiments of the present application, the target penetration resistance is calculated by the following formula:

[0092]

[0093] A s =2πD

[0094] Among them, \(t\) represents the thickness of the skirt, \(D\) represents the diameter of the suction cylinder, and for the descriptions of the remaining variables, refer to the relevant content in the above embodiments, which will not be elaborated here.

[0095] Step S4054: Based on the target penetration resistance, specification data, and the gravity of the suction cylinder corresponding to different penetration depths when the suction cylinder is installed in the target area, calculate the negative pressure suction values corresponding to different penetration depths when the suction cylinder is installed in the target area.

[0096] Exemplarily, in the embodiment of the present application, the negative pressure suction value is calculated by the following formula:

[0097]

[0098] Among them, \(P\) bar represents the negative pressure suction value, and the meanings of the remaining variables will not be elaborated.

[0099] Step S4055: Evaluate the basic installation of the suction cylinder based on the negative pressure suction values corresponding to different penetration depths when the suction cylinder is installed in the target area.

[0100] Exemplarily, evaluate the change in the required suction force during the basic installation of the suction cylinder based on the required negative pressure suction values at different penetration depths.

[0101] In some alternative embodiments, the above method further includes:

[0102] Step a1: When receiving the evaluation of the impact of the lowering of the suction cylinder on the seabed scouring, obtain the soil type on the seabed surface and the target lowering speed to be evaluated.

[0103] Exemplarily, in the embodiment of the present application, if the lowering speed is too fast, bearing failure occurs at the mud surface of the clay seabed and local scouring occurs at the mud surface of the sandy seabed. The target lowering speed can be any speed, and the present application does not limit the specific content of the target lowering speed, and those skilled in the art can determine it according to requirements.

[0104] Step a2: If the soil type on the seabed surface is clay, obtain the diameter of the suction cylinder, the pressure loss coefficient, the undrained shear strength, the seawater density, and the foundation bearing capacity coefficient.

[0105] Exemplarily, in the embodiment of the present application, if the soil type on the seabed surface is clay, obtain the diameter \(D\) (m) of the suction cylinder, the pressure loss coefficient \(k\) flow , the undrained shear strength \(s\) u (kPa), the seawater density \(\rho\) (kg / m³), and the foundation bearing capacity coefficient \(N\) c .

[0106] Step a3: Calculate the first critical lowering speed of the suction bucket based on the diameter of the suction bucket, the pressure loss coefficient, the undrained shear strength, the seawater density, and the foundation bearing capacity coefficient.

[0107] Exemplarily, in the embodiment of the present application, the first critical lowering speed is calculated by the following formula:

[0108]

[0109] where v lim represents the first critical lowering speed, and the meanings of the remaining variables will not be elaborated.

[0110] Step a4: Evaluate the impact of the suction bucket lowering on the seabed scouring based on the target lowering speed and the first critical lowering speed.

[0111] Exemplarily, in the embodiment of the present application, when the target lowering speed is greater than the first critical lowering speed, scouring will occur on the seabed.

[0112] Step a5: When the soil type on the seabed surface is sandy soil, obtain the seawater viscosity, the water flow influence depth, and the second critical lowering speed.

[0113] Exemplarily, in the embodiment of the present application, when the soil type on the seabed surface is sandy soil, obtain the seawater viscosity ν (m 2 / s), the water flow influence depth h e (m), and the second critical lowering speed V cr , V cr is determined by the following formula:

[0114]

[0115] V cr =(θ c d 50 Δg×10 -3 ) 0.5

[0116] where D * represents the equivalent particle size of the sandy soil, an intermediate variable for predicting the scouring depth; θ c represents the shield parameter of the soil mass, an intermediate variable for predicting the scouring depth; g represents the acceleration due to gravity (m / s 2 ); d 50 represents the median particle size (mm); Δ represents the relative density.

[0117] Step a6: Calculate the water flow velocity at the seabed corresponding to different lowering depths based on the water flow influence depth and the target lowering speed of the suction bucket.

[0118] Exemplarily, in the embodiments of the present application, the water flow velocity at the seabed corresponding to different lowering depths is calculated by the following formula:

[0119]

[0120] h = h e -dz

[0121] where V represents the water flow velocity at the seabed, and V b represents the target lowering speed of the suction bucket; h e is the water flow influence depth, which can also be understood as the height of the suction bucket; dz represents the calculation interval depth (m).

[0122] Step a7, calculate the maximum scour depth of the suction bucket based on the water flow velocity at the seabed corresponding to different lowering depths, the diameter of the suction bucket, and the second critical lowering speed.

[0123] Exemplarily, the maximum scour depth is calculated by the following formula:

[0124]

[0125] where S total represents the maximum scour depth. If V < V cr , then V is taken as 0; D represents the diameter of the suction bucket.

[0126] Step a8, determine the variation information of the scour depth with the lowering time based on the maximum scour depth of the suction bucket.

[0127] Exemplarily, the variation information of the scour depth with the lowering time can be characterized by the following formula:

[0128]

[0129] where S t represents the scour depth, t represents the lowering time, and T 95 represents the total time.

[0130] Step a9, determine the final scour depth of the suction bucket based on the variation information of the scour depth with the lowering time and the water flow influence depth.

[0131] Exemplarily, the final scour depth of the suction bucket is determined by the following formula:

[0132]

[0133] where S represents the final scour depth of the suction bucket.

[0134] Step a10, evaluate the influence of the suction bucket on the seabed scour based on the final scour depth of the suction bucket.

[0135] Exemplarily, based on the final scour depth of the suction bucket, the magnitude of the influence of the suction bucket on seabed scour is determined.

[0136] In the embodiments of the present application, through the MATLAB program "matlab_run_abaqus", the Python file "Abaqus_Modelling" is called to perform simulation calculations using the finite element software Abaqus. Python is the scripting language of Abaqus. The use of this module must ensure that the Abaqus software has been installed in advance on the computer, added to the system search path, and the computer environment allows it, otherwise the calculation cannot be performed. This module does not require any parameters to be input by the user. The output is the.dat file and.odb file calculated by Abaqus, and the buckling eigenvalue results can be viewed through these two files.

[0137] In this embodiment, an evaluation device for the installation of a suction bucket foundation is also provided. This device is used to implement the above embodiments and preferred implementation manners, and those that have been described will not be repeated here. As used hereinafter, the term "module" can be a combination of software and / or hardware that implements a predetermined function. Although the devices described in the following embodiments are preferably implemented in software, implementation in hardware, or a combination of software and hardware is also possible and contemplated.

[0138] This embodiment provides an evaluation device for the installation of a suction bucket foundation, as Figure 5 shown, including:

[0139] A division module 501, configured to divide the soil into multiple types of soil according to the normalized penetration velocity of the suction bucket in the soil;

[0140] An acquisition module 502, configured to acquire multiple groups of first test data when the suction bucket performs self-weight penetration in each type of soil and multiple groups of second test data when the suction bucket performs negative pressure penetration in each type of soil;

[0141] A first solution module 503, configured to iteratively solve the penetration resistance empirical formula based on multiple groups of first test data when the suction bucket performs self-weight penetration in each type of soil, and obtain the tip resistance coefficient value and the friction resistance coefficient value when the suction bucket performs self-weight penetration in the corresponding type of soil;

[0142] A second solution module 504, based on multiple groups of second test data when the suction bucket performs negative pressure penetration in each type of soil, iteratively solves the penetration resistance empirical formula, and obtains the tip resistance coefficient value and the friction resistance coefficient value when the suction bucket performs negative pressure penetration in the corresponding type of soil;

[0143] The first evaluation module 505 is used to evaluate the installation of the suction bucket foundation based on the end resistance coefficient values and frictional resistance coefficient values corresponding to the suction bucket during self-weight penetration in different types of soil masses, as well as the end resistance coefficient values and frictional resistance coefficient values corresponding to the suction bucket during negative pressure penetration in different types of soil masses.

[0144] In some alternative embodiments, the multiple types of soil masses are undrained soil, partially drained soil, and drained soil. The first solving module 503 includes:

[0145] The first obtaining sub-module is used to obtain the first end resistance coefficient value of the suction bucket during self-weight penetration in undrained soil;

[0146] The first solving sub-module is used to iteratively solve the penetration resistance empirical formula based on multiple groups of first test data and the first end resistance coefficient value of the suction bucket during self-weight penetration in undrained soil, so as to obtain the first frictional resistance coefficient value of the suction bucket during self-weight penetration in undrained soil;

[0147] The second solving sub-module is used to solve the penetration resistance empirical formula based on multiple groups of first test data of the suction bucket during self-weight penetration in the first type of partially drained soil, so as to obtain the second end resistance coefficient value and the second frictional resistance coefficient value of the suction bucket during self-weight penetration in the first type of partially drained soil. The first type of partially drained soil is the soil mass whose normalized velocity belongs to the first range;

[0148] The first determining sub-module is used to use the first end resistance coefficient as the third end resistance coefficient value of the suction bucket during self-weight penetration in the second type of partially drained soil, and solve the penetration resistance empirical formula by using the third end resistance coefficient and multiple groups of first test data of the suction bucket during self-weight penetration in the second type of partially drained soil, so as to obtain the third frictional resistance coefficient value of the suction bucket during self-weight penetration in the second type of partially drained soil. The second type of partially drained soil is the soil mass whose normalized velocity input is the second range, and the first range and the second range are different;

[0149] The third solving sub-module is used to solve the penetration resistance empirical formula based on multiple groups of test data of the suction bucket during self-weight penetration in drained soil, so as to obtain the fourth end resistance coefficient value and the fourth frictional resistance coefficient value of the suction bucket during self-weight penetration in drained soil.

[0150] In some alternative embodiments, the second solving module 504 includes:

[0151] The second obtaining sub-module is used to obtain the fifth end resistance coefficient value of the suction bucket during negative pressure penetration in partially drained soil;

[0152] The fourth solution sub-module is used to solve the penetration resistance empirical formula by using the second test data of the group during the negative pressure penetration of the suction bucket in partially drained soil and the fifth end resistance coefficient value, so as to obtain the fifth friction resistance coefficient value of the suction bucket during the negative pressure penetration in partially drained soil;

[0153] The fifth solution sub-module is used to iteratively solve the penetration resistance empirical formula by using the second test data of the group during the negative pressure penetration of the suction bucket in drained soil, so as to obtain the sixth end resistance coefficient value and the sixth friction resistance coefficient value of the suction bucket during the negative pressure penetration in partially drained soil.

[0154] In some alternative embodiments, the first evaluation module 505 includes:

[0155] The third acquisition sub-module is used to acquire the gravity, specification data, target penetration depth of the suction bucket, and soil layer information of the target area;

[0156] The second determination sub-module is used to determine the target end resistance coefficient value and the target friction resistance coefficient value of each soil layer in the target area based on the soil layer information of the target area, the end resistance coefficient value and the friction resistance coefficient value corresponding to the suction bucket during self-weight penetration in different types of soil, and the end resistance coefficient value and the friction resistance coefficient value corresponding to the suction bucket during negative pressure penetration in different types of soil;

[0157] The first calculation sub-module is used to calculate the target penetration resistance corresponding to different penetration depths when the suction bucket is installed in the target area based on the target end resistance coefficient value, the target friction resistance coefficient value of each soil layer in the target area, the specification data of the suction bucket, and the target penetration depth;

[0158] The second calculation sub-module is used to calculate the negative pressure suction value corresponding to different penetration depths when the suction bucket is installed in the target area based on the target penetration resistance corresponding to different penetration depths when the suction bucket is installed in the target area, the specification data, and the gravity of the suction bucket;

[0159] The evaluation sub-module is used to evaluate the installation of the suction bucket foundation based on the negative pressure suction value corresponding to different penetration depths when the suction bucket is installed in the target area.

[0160] In some alternative embodiments, the above device further includes:

[0161] The second acquisition module is used to acquire the soil type on the seabed surface and the target lowering speed to be evaluated when receiving the evaluation of the influence of the suction bucket lowering on the seabed scouring;

[0162] The third acquisition module is used to acquire the suction bucket diameter, pressure loss coefficient, undrained shear strength, seawater density, and foundation bearing capacity coefficient if the soil type on the seabed surface is clay.

[0163] A first calculation module, configured to calculate a first critical lowering speed of the suction caisson based on the suction caisson diameter, the pressure loss coefficient, the undrained shear strength, the seawater density, and the foundation bearing capacity coefficient;

[0164] A second evaluation module, configured to evaluate the impact of the suction caisson lowering on seabed scouring based on the target lowering speed and the first critical lowering speed.

[0165] In some alternative embodiments, the above device further includes:

[0166] A fourth acquisition module, configured to acquire the seawater viscosity, the water flow influence depth, and a second critical lowering speed when the soil type on the seabed surface is sandy soil;

[0167] A second calculation module, configured to calculate the water flow velocity at the seabed corresponding to different lowering depths based on the water flow influence depth and the target lowering speed of the suction caisson;

[0168] A third calculation module, configured to calculate the maximum scouring depth of the suction caisson based on the water flow velocity at the seabed corresponding to different lowering depths, the suction caisson diameter, and the second critical lowering speed;

[0169] A first determination module, configured to determine the variation information of the scouring depth with the lowering time based on the maximum scouring depth of the suction caisson;

[0170] A second determination module, configured to determine the final scouring depth of the suction caisson based on the variation information of the scouring depth with the lowering time and the water flow influence depth;

[0171] A third evaluation module, configured to evaluate the impact of the suction caisson on seabed scouring based on the final scouring depth of the suction caisson.

[0172] The further function descriptions of the above various modules and units are the same as those in the corresponding embodiments above, and will not be elaborated here.

[0173] The evaluation device for suction caisson foundation installation in this embodiment is presented in the form of functional units. Here, the unit refers to an ASIC (Application Specific Integrated Circuit) circuit, a processor and a memory that execute one or more software or fixed programs, and / or other devices that can provide the above functions.

[0174] The embodiment of the present invention further provides a computer device having the above Figure 5 shown evaluation device for suction caisson foundation installation.

[0175] Please refer to Figure 6 , Figure 6The following is a schematic structural diagram of a computer device provided by an alternative embodiment of the present invention. As Figure 6 shown, the computer device includes: one or more processors 10, a memory 20, and interfaces for connecting various components, including a high-speed interface and a low-speed interface. Each component communicates with each other using different buses and can be installed on a common motherboard or installed in other ways as needed. The processor can process instructions executed within the computer device, including instructions stored in the memory or on the memory to display graphical information of a GUI on an external input / output device (such as a display device coupled to the interface). In some alternative embodiments, if necessary, multiple processors and / or multiple buses can be used together with multiple memories. Similarly, multiple computer devices can be connected, and each device provides some necessary operations (for example, as a server array, a set of blade servers, or a multi-processor system). Figure 6 In

[0176] this figure, one processor 10 is taken as an example.

[0177] The memory 20 stores instructions executable by at least one processor 10, so that the at least one processor 10 executes the method shown in the above embodiments.

[0178] The memory 20 can include a program storage area and a data storage area. Among them, the program storage area can store an operating system and application programs required for at least one function; the data storage area can store data created according to the use of the computer device, etc. In addition, the memory 20 can include high-speed random access memory, and can also include non-transitory memory, such as at least one magnetic disk storage device, a flash memory device, or other non-transitory solid-state storage devices. In some alternative embodiments, the memory 20 can optionally include a memory remotely set relative to the processor 10, and these remote memories can be connected to the computer device through a network. Examples of the above networks include, but are not limited to, the Internet, an enterprise intranet, a local area network, a mobile communication network, and combinations thereof.

[0179] The memory 20 can include volatile memory, such as random access memory; the memory can also include non-volatile memory, such as flash memory, a hard disk, or a solid-state drive; the memory 20 can also include a combination of the above types of memory.

[0180] The computer device further includes a communication interface 30 for the computer device to communicate with other devices or communication networks.

[0181] Embodiments of the present invention also provide a computer-readable storage medium. The methods according to the embodiments of the present invention can be implemented in hardware, firmware, or be implemented as computer code that can be recorded on a storage medium, or be implemented as computer code that is originally stored in a remote storage medium or a non-transitory machine-readable storage medium and downloaded through a network and will be stored in a local storage medium, so that the methods described herein can be stored as such software processes on a storage medium using a general-purpose computer, a dedicated processor, or programmable or dedicated hardware. Among them, the storage medium can be a magnetic disk, an optical disk, a read-only memory, a random access memory, a flash memory, a hard disk, or a solid-state drive, etc.; further, the storage medium can also include a combination of the above-mentioned types of memories. It can be understood that a computer, a processor, a microprocessor controller, or programmable hardware includes a storage component that can store or receive software or computer code. When the software or computer code is accessed and executed by the computer, the processor, or the hardware, the methods shown in the above embodiments are implemented.

[0182] A part of the present invention can be applied as a computer program product, such as computer program instructions. When executed by a computer, through the operation of the computer, the methods and / or technical solutions according to the present invention can be called or provided. Those skilled in the art should be able to understand that the forms in which computer program instructions exist in a computer-readable medium include, but are not limited to, source files, executable files, installation package files, etc. Correspondingly, the ways in which computer program instructions are executed by a computer include, but are not limited to: the computer directly executes the instructions, or the computer compiles the instructions and then executes the corresponding compiled program, or the computer reads and executes the instructions, or the computer reads and installs the instructions and then executes the corresponding installed program. Here, the computer-readable medium can be any available computer-readable storage medium or communication medium accessible by the computer.

[0183] Although the embodiments of the present invention have been described in conjunction with the accompanying drawings, those skilled in the art can make various modifications and variations without departing from the spirit and scope of the present invention, and such modifications and variations all fall within the scope defined by the appended claims.

Claims

1. An evaluation method for the installation of a suction bucket foundation, characterized in that The method includes: Dividing the soil into multiple types of soil according to the normalized penetration velocity of the suction bucket in the soil; Obtaining multiple groups of first test data when the suction bucket undergoes self-weight penetration in each type of soil and multiple groups of second test data when the suction bucket undergoes negative-pressure penetration in each type of soil; Based on the multiple groups of first test data when the suction bucket undergoes self-weight penetration in each type of soil, iteratively solving the penetration resistance empirical formula to obtain the tip resistance coefficient value and the frictional resistance coefficient value when the suction bucket undergoes self-weight penetration in the corresponding type of soil; Based on the multiple groups of second test data when the suction bucket undergoes negative-pressure penetration in each type of soil, iteratively solving the penetration resistance empirical formula to obtain the tip resistance coefficient value and the frictional resistance coefficient value when the suction bucket undergoes negative-pressure penetration in the corresponding type of soil; Evaluating the installation of the suction bucket foundation based on the tip resistance coefficient values and the frictional resistance coefficient values corresponding to the suction bucket undergoing self-weight penetration in different types of soil and the tip resistance coefficient values and the frictional resistance coefficient values corresponding to the suction bucket undergoing negative-pressure penetration in different types of soil.

2. The method according to claim 1, characterized in that, The multiple types of soil are undrained soil, partially drained soil, and drained soil. The step of, based on the multiple groups of first test data when the suction bucket undergoes self-weight penetration in each type of soil, iteratively solving the penetration resistance empirical formula to obtain the tip resistance coefficient value and the frictional resistance coefficient value when the suction bucket undergoes self-weight penetration in the corresponding type of soil, includes: Obtaining the first tip resistance coefficient value when the suction bucket undergoes self-weight penetration in undrained soil; Based on the multiple groups of first test data and the first tip resistance coefficient value when the suction bucket undergoes self-weight penetration in undrained soil, iteratively solving the penetration resistance empirical formula to obtain the first frictional resistance coefficient value when the suction bucket undergoes self-weight penetration in undrained soil; Based on the multiple groups of first test data when the suction bucket undergoes self-weight penetration in the first type of partially drained soil, solving the penetration resistance empirical formula to obtain the second tip resistance coefficient value and the second frictional resistance coefficient value when the suction bucket undergoes self-weight penetration in the first type of partially drained soil, where the first type of partially drained soil is the soil with the normalized velocity belonging to the first range; Taking the first tip resistance coefficient as the third tip resistance coefficient value when the suction bucket undergoes self-weight penetration in the second type of partially drained soil, and using the third tip resistance coefficient and the multiple groups of first test data when the suction bucket undergoes self-weight penetration in the second type of partially drained soil to solve the penetration resistance empirical formula to obtain the third frictional resistance coefficient value when the suction bucket undergoes self-weight penetration in the second type of partially drained soil, where the second type of partially drained soil is the soil with the normalized velocity input belonging to the second range, and the first range and the second range are different; Based on the multiple groups of test data when the suction bucket undergoes self-weight penetration in drained soil, solving the penetration resistance empirical formula to obtain the fourth tip resistance coefficient value and the fourth frictional resistance coefficient value when the suction bucket undergoes self-weight penetration in drained soil.

3. The method according to claim 2, wherein The steps of iteratively solving the penetration resistance empirical formula based on multiple groups of second test data during the negative pressure penetration of the suction bucket in various types of soil to obtain the end resistance coefficient value and the friction resistance coefficient value when the suction bucket undergoes negative pressure penetration in the corresponding type of soil include: Obtain the fifth end resistance coefficient value when the suction bucket undergoes negative pressure penetration in partially drained soil; Solve the penetration resistance empirical formula using the second test data of the suction bucket during negative pressure penetration in partially drained soil and the fifth end resistance coefficient value to obtain the fifth friction resistance coefficient value when the suction bucket undergoes negative pressure penetration in partially drained soil; Iteratively solve the penetration resistance empirical formula using the second test data of the suction bucket during negative pressure penetration in drained soil to obtain the sixth end resistance coefficient value and the sixth friction resistance coefficient value when the suction bucket undergoes negative pressure penetration in partially drained soil.

4. The method according to any one of claims 1 to 3, characterized in that, The steps of evaluating the installation of the suction bucket foundation based on the end resistance coefficient values and the friction resistance coefficient values corresponding to the suction bucket during self-weight penetration in different types of soil and the end resistance coefficient values and the friction resistance coefficient values corresponding to the suction bucket during negative pressure penetration in different types of soil include: Obtain the gravity, specification data, target penetration depth of the suction bucket, and soil layer information of the target area; Based on the soil layer information of the target area, the end resistance coefficient values and the friction resistance coefficient values corresponding to the suction bucket during self-weight penetration in different types of soil, and the end resistance coefficient values and the friction resistance coefficient values corresponding to the suction bucket during negative pressure penetration in different types of soil, determine the target end resistance coefficient values and the target friction resistance coefficient values of each soil layer in the target area; Calculate the target penetration resistance corresponding to different penetration depths when the suction bucket is installed in the target area based on the target end resistance coefficient values, the target friction resistance coefficient values of each soil layer in the target area, the specification data of the suction bucket, and the target penetration depth; Calculate the negative pressure suction values corresponding to different penetration depths when the suction bucket is installed in the target area based on the target penetration resistance corresponding to different penetration depths when the suction bucket is installed in the target area, the specification data, and the gravity of the suction bucket; Evaluate the installation of the suction bucket foundation based on the negative pressure suction values corresponding to different penetration depths when the suction bucket is installed in the target area.

5. The method according to any one of claims 1 to 3, characterized in that, The method further includes: When receiving the evaluation of the impact of the lowering of the suction bucket on seabed erosion, obtain the soil type on the seabed surface and the target lowering speed to be evaluated; If the soil type on the seabed surface is clay, obtain the suction bucket diameter, pressure loss coefficient, undrained shear strength, seawater density, and foundation bearing capacity coefficient; Calculate the first critical lowering speed of the suction bucket based on the suction bucket diameter, pressure loss coefficient, undrained shear strength, seawater density, and foundation bearing capacity coefficient; Evaluate the impact of the lowering of the suction bucket on seabed erosion based on the target lowering speed and the first critical lowering speed.

6. The method according to claim 5, wherein The method further includes: When the soil type on the seabed surface is sandy soil, obtain the seawater viscosity, the depth of water flow influence, and the second critical lowering speed; The water flow velocity at the seabed corresponding to different lowering depths is calculated based on the water flow influence depth and the target lowering speed of the suction caisson. The maximum scour depth of the suction caisson is calculated based on the water flow velocity at the seabed corresponding to different lowering depths, the diameter of the suction caisson, and the second critical lowering speed. The variation information of the scour depth with the lowering time is determined based on the maximum scour depth of the suction caisson. The final scour depth of the suction caisson is determined based on the variation information of the scour depth with the lowering time and the water flow influence depth. The influence of the suction caisson on the seabed scour is evaluated based on the final scour depth of the suction caisson.

7. An evaluation device for the installation of a suction bucket foundation, characterized in that, The device includes: A division module for dividing the soil body into multiple types of soil bodies according to the normalized penetration speed of the suction caisson in the soil body. A first acquisition module for acquiring multiple groups of first test data when the suction caisson performs self-weight penetration in each type of soil body and multiple groups of second test data when the suction caisson performs negative pressure penetration in each type of soil. A first solution module for iteratively solving the penetration resistance empirical formula based on the multiple groups of first test data when the suction caisson performs self-weight penetration in each type of soil body to obtain the end resistance coefficient value and the friction resistance coefficient value when the suction caisson performs self-weight penetration in the corresponding type of soil body. A second solution module for iteratively solving the penetration resistance empirical formula based on the multiple groups of second test data when the suction caisson performs negative pressure penetration in each type of soil to obtain the end resistance coefficient value and the friction resistance coefficient value when the suction caisson performs negative pressure penetration in the corresponding type of soil body. A first evaluation module for evaluating the installation of the suction caisson foundation based on the end resistance coefficient values and the friction resistance coefficient values corresponding to the suction caisson performing self-weight penetration in different types of soil bodies and the end resistance coefficient values and the friction resistance coefficient values corresponding to the suction caisson performing negative pressure penetration in different types of soil bodies.

8. A computer device, characterized in that, It includes: A memory and a processor, which are communicatively connected to each other. The memory stores computer instructions, and the processor executes the computer instructions to execute the evaluation method for the installation of the suction caisson foundation according to any one of claims 1 to 6.

9. A computer-readable storage medium, characterized in that, Computer instructions are stored on the computer-readable storage medium, and the computer instructions are used to cause the computer to execute the evaluation method for the installation of the suction caisson foundation according to any one of claims 1 to 6.

10. A computer program product, characterized in that, It includes computer instructions, and the computer instructions are used to cause the computer to execute the evaluation method for the installation of the suction caisson foundation according to any one of claims 1 to 6.

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