Self-installing production platform pile shoe foundation geotechnical safety analysis method and system

Abstract

The present invention relates to a geotechnical safety analysis method for a self-installed production platform pile shoe foundation, comprising the following steps: collecting and arranging basic parameters and load conditions required for pile shoe foundation design; forming a pile shoe bearing capacity-depth relationship curve; correcting the pile shoe bearing capacity-depth curve; determining the pile shoe installation depth; determining the vertical ultimate bearing capacity, maximum horizontal anti-slip and bending moment bearing capacity of the pile shoe at the pile shoe installation depth; determining the cavity height above the pile shoe and the soil return flow height when the pile shoe reaches the installation depth; calculating the initial soil stiffness, and performing soil stiffness iterative analysis in combination with the load combination of the soil below the pile shoe under the action of external loads; drawing the bearing capacity envelope and anti-slip envelope at the pile shoe installation depth; and judging whether the pile shoe design meets the requirements. The present invention takes into account the complete calculation and analysis of the pile shoe foundation during insertion and in-situ, facilitating engineering design and application.

Description

Technical Field

[0001] The present invention relates to the field of marine geotechnical engineering technology, and in particular to a geotechnical safety assurance analysis method and system for a self-installing production platform pile shoe foundation. Background Art

[0002] Self-installing production platforms are widely used in offshore oil and gas exploration and development operations, with pile shoe foundations being a common foundation type. Both the insertion and in-situ operation of pile shoe foundations involve interaction between the pile shoe and the marine rock and soil. In actual projects, the soil layers are complex, with significant variations in properties, thickness, and strength parameters between the upper and lower layers. Therefore, it is impossible to directly evaluate the pile shoe insertion process and in-situ stability based on a single soil layer. The impact of interlayers of varying soil properties must be considered, and potential risks during pile shoe insertion and in-situ operation must be assessed to determine an appropriate insertion depth and ensure sufficient bearing capacity and stability.

[0003] At present, there are few systematic studies on the safety analysis methods and technologies of pile shoe foundations in China, and there is no complete geotechnical design and analysis method for pile shoe foundations.

[0004] Therefore, a geotechnical safety analysis method for the pile shoe foundation of a self-installed production platform is urgently needed. Summary of the Invention

[0005] One objective of the present invention is to provide a geotechnical safety assurance analysis method for the pile shoe foundation of a self-installed production platform. This method can assess the potential risks associated with pile shoe insertion and ongoing operations, identify engineering measures to mitigate these risks, and determine the appropriate insertion depth to meet the platform's ongoing safety requirements. Another objective of the present invention is to provide a geotechnical safety assurance analysis system for the pile shoe foundation of a self-installed production platform.

[0006] To achieve the above object, the present invention adopts the following technical solutions:

[0007] A first aspect of the present invention provides a method for analyzing the geotechnical safety of a pile shoe foundation of a self-installing production platform, comprising the following steps:

[0008] Collect and organize the basic parameters and load conditions required for pile shoe foundation design, including the pile shoe preload and the load combination of the soil under the pile shoe under the external load;

[0009] Based on the required basic parameters and the load conditions, the vertical ultimate bearing capacity and the maximum horizontal anti-sliding bearing capacity of the pile shoe in each layer of rock and soil are calculated according to the ISO-19905-1 standard specification to form a pile shoe bearing capacity-depth relationship curve;

[0010] Analyze the influence of interlayers of soils with different properties on the ultimate bearing capacity of the pile shoe, perform puncture risk analysis and / or extrusion analysis, and modify the pile shoe bearing capacity-depth curve based on the results of the puncture risk analysis and / or extrusion analysis;

[0011] Perform pile shoe insertion analysis based on the pile shoe preload and the modified pile shoe bearing capacity-depth curve to determine the pile shoe seating depth;

[0012] Determine the vertical ultimate bearing capacity, maximum horizontal anti-sliding bearing capacity and bending moment bearing capacity of the pile shoe at the pile shoe seating depth;

[0013] Lower the pile shoe and analyze the soil backflow during the pile shoe penetration process. When the pile shoe reaches the seating depth, determine the cavity height above the pile shoe and the soil backflow height.

[0014] The initial soil stiffness is calculated by using the shear modulus and Poisson's ratio of the soil at the depth of the pile shoe and in accordance with the ISO-19905-1 standard. The soil stiffness is then iteratively analyzed based on the load combination of the soil below the pile shoe under the external load.

[0015] Draw a bearing capacity envelope and an anti-slip envelope at the pile shoe seating depth according to the soil properties at the pile shoe seating depth, the vertical ultimate bearing capacity of the pile shoe at the pile shoe seating depth, and the maximum horizontal anti-slip bearing capacity;

[0016] Use SESAM or SCAS software to calculate the load combination of the soil under the pile shoe under the external load, and observe whether the load combination falls inside the bearing capacity envelope and anti-slip envelope at the pile shoe installation depth to determine whether the pile shoe design meets the requirements.

[0017] The self-installed production platform pile shoe foundation geotechnical safety analysis method, preferably, the basic parameters include at least the pile shoe shape, the length or width of the pile shoe opposite sides, the total height of the pile shoe, the height from the pile tip to the maximum cross-section, the properties of each soil layer, the burial depth of the top and bottom surfaces of the soil layer, the soil bulk density, shear modulus, Poisson's ratio, the shear strength of cohesive soil, and the internal friction angle of non-cohesive soil.

[0018] In the self-installing production platform pile shoe foundation geotechnical safety analysis method, preferably, the pile shoe bearing capacity-depth relationship curve includes the pile shoe vertical ultimate bearing capacity-depth curve and the maximum horizontal anti-sliding bearing capacity-depth curve.

[0019] A second aspect of the present invention provides a self-installing production platform pile shoe foundation geotechnical safety assurance analysis system, comprising:

[0020] The first processing unit collects and organizes the basic parameters and load conditions required for the pile shoe foundation design, wherein the load conditions include the pile shoe preload and the load combination of the soil under the pile shoe under the external load;

[0021] The second processing unit calculates the vertical ultimate bearing capacity and the maximum horizontal anti-sliding bearing capacity of the pile shoe in each layer of rock and soil according to the required basic parameters and the load conditions in accordance with the ISO-19905-1 standard specification, and forms a pile shoe bearing capacity-depth relationship curve;

[0022] The third processing unit analyzes the influence of interlayers of soils with different properties on the ultimate bearing capacity of the pile shoe, performs a puncture risk analysis and / or a squeeze analysis, and modifies the pile shoe bearing capacity-depth curve according to the results of the puncture risk analysis and / or the squeeze analysis;

[0023] The fourth processing unit performs pile shoe insertion analysis based on the pile shoe preload and the corrected pile shoe bearing capacity-depth curve to determine the pile shoe seating depth;

[0024] The fifth processing unit determines the vertical ultimate bearing capacity, maximum horizontal anti-sliding bearing capacity and bending moment bearing capacity of the pile shoe at the pile shoe seating depth;

[0025] The sixth processing unit is to lower the pile shoe, analyze the soil backflow during the pile shoe penetration process, and determine the height of the cavity above the pile shoe and the soil backflow height when the pile shoe reaches the seating depth;

[0026] The seventh processing unit calculates the initial soil stiffness by using the shear modulus and Poisson's ratio of the soil at the depth of the pile shoe in combination with the standard specification of ISO-19905-1, and performs an iterative analysis of the soil stiffness in combination with the load combination of the soil below the pile shoe under the external load;

[0027] An eighth processing unit is configured to draw a bearing capacity envelope and an anti-slip envelope at the depth of the pile shoe installation according to the properties of the soil layer where the pile shoe is installed, the vertical ultimate bearing capacity, and the maximum horizontal anti-slip bearing capacity;

[0028] The ninth processing unit uses SESAM or SCAS software to calculate the load combination of the soil under the pile shoe under the external load, and observe whether the load combination falls inside the bearing capacity envelope and anti-slip envelope at the pile shoe installation depth to determine whether the pile shoe design meets the requirements.

[0029] A third aspect of the present invention provides a computer storage medium having a computer program stored thereon, which, when executed by a processor, implements the steps of the self-installing production platform pile shoe foundation geotechnical safety analysis method.

[0030] The fourth aspect of the present invention provides a computer device, including a memory, a processor, and a computer program stored in the memory and runnable on the processor, wherein when the processor executes the computer program, the steps of the self-installed production platform pile shoe foundation geotechnical safety analysis method are implemented.

[0031] The present invention has the following advantages due to the adoption of the above technical solution:

[0032] The present invention takes into account the influence of the actual engineering soil layer distribution and the interlayer of soils with different properties, conducts a complete calculation and analysis of the pile shoe foundation insertion and in-situ, and establishes a practical, convenient and efficient design and evaluation method, which provides favorable support for the design of the pile shoe foundation of the self-installed production platform and facilitates engineering design and application. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1 is a graph showing the relationship between the vertical ultimate bearing capacity and depth of the pile shoe according to an embodiment of the present invention;

[0034] Figure 2 7 is a graph showing the relationship between the maximum horizontal anti-sliding bearing capacity and depth of a pile shoe according to an embodiment of the present invention;

[0035] Figure 3 is a modified pile shoe vertical ultimate bearing capacity-depth relationship curve diagram according to an embodiment of the present invention;

[0036] Figure 4 1 is a diagram of the pile shoe bearing capacity envelope and anti-slip envelope according to an embodiment of the present invention. DETAILED DESCRIPTION

[0037] To make the objectives, technical solutions, and advantages of the present invention more clear, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the embodiments described are only some of the embodiments of the present invention, not all of them. All other embodiments derived by persons of ordinary skill in the art based on the embodiments of the present invention without inventive effort are within the scope of protection of the present invention.

[0038] The present invention provides a self-installing production platform pile shoe foundation rock and soil safety analysis method, which is characterized by comprising the following steps: collecting and arranging basic parameters and load conditions required for pile shoe foundation design, wherein the load conditions include the pile shoe preload and the load combination of the soil below the pile shoe under the action of external load; calculating the vertical ultimate bearing capacity and the maximum horizontal anti-sliding bearing capacity of the pile shoe in each layer of rock and soil according to the required basic parameters and load conditions, and forming a pile shoe bearing capacity-depth relationship curve; analyzing the influence of interlayers of soil with different properties on the ultimate bearing capacity of the pile shoe, performing puncture risk analysis and / or extrusion analysis, and correcting the pile shoe bearing capacity-depth curve according to the results of the puncture risk analysis and / or extrusion analysis; performing pile shoe pile insertion analysis according to the pile shoe preload and the corrected pile shoe bearing capacity-depth curve to determine the pile shoe placement depth; determining the pile shoe placement depth the vertical ultimate bearing capacity, maximum horizontal anti-slip bearing capacity and bending moment bearing capacity of the pile shoe at the depth; lower the pile shoe and analyze the soil backflow during the pile shoe penetration process. When the pile shoe reaches the emplacement depth, determine the void height and soil backflow height above the pile shoe; calculate the stiffness of the initial soil by the shear modulus and Poisson's ratio of the soil at the emplacement depth of the pile shoe, and perform an iterative analysis of the soil stiffness based on the load combination of the soil below the pile shoe under the action of the external load; draw the bearing capacity envelope and anti-slip envelope at the emplacement depth of the pile shoe according to the soil properties at the emplacement depth of the pile shoe and the vertical ultimate bearing capacity and maximum horizontal anti-slip bearing capacity of the pile shoe at the emplacement depth of the pile shoe; calculate the load combination of the soil below the pile shoe under the action of the external load, and observe whether the load combination falls inside the bearing capacity envelope and anti-slip envelope at the emplacement depth of the pile shoe, so as to judge whether the pile shoe design meets the requirements. The present invention takes into account the influence of the actual engineering soil layer distribution and the interlayer of soils with different properties, conducts a complete calculation and analysis of the pile shoe foundation insertion and in-situ, and establishes a practical, convenient and efficient design and evaluation method, which provides favorable support for the design of the pile shoe foundation of the self-installed production platform and facilitates engineering design and application.

[0039] Below, a method for analyzing rock and soil safety assurance of a pile shoe foundation of a self-installing production platform provided by an embodiment of the present invention is described in detail with reference to the accompanying drawings.

[0040] Example 1

[0041] A geotechnical safety analysis method for a self-installing production platform pile shoe foundation includes the following steps:

[0042] Step S1: Collect and organize the basic parameters and load conditions required for pile shoe foundation design.

[0043] Among them, the basic parameters include at least the shape of the pile shoe, the length or width of the opposite sides of the pile shoe, the total height of the pile shoe, the height from the pile tip to the maximum cross-section, the properties of each soil layer, the burial depth of the top and bottom surfaces of the soil layer, the soil bulk density, shear modulus, Poisson's ratio, the shear strength of cohesive soil, and the internal friction angle of non-cohesive soil.

[0044] The load conditions include at least the preload and the vertical and horizontal forces acting on the pile shoe under the external load taking into account the load partial coefficient. The vertical force does not include the weight of the returned soil and the buoyancy of the soil acting on the pile shoe.

[0045] The preload is the vertical force applied by the platform to the soil below the pile shoe during the pile insertion process, which is related to the preload capacity of the platform.

[0046] The external load considering the load partial coefficient is a combination of gravity, buoyancy, wind, wave and current forces, and inertia forces (for example, gravity partial coefficient 1.0, wind partial coefficient 1.25, etc.) that is taken into account in the in-situ situation. The load combination acting on the soil below the pile shoe is calculated, including horizontal force, vertical force, and bending moment.

[0047] In this embodiment, the shape of the pile shoe is a regular octagon, the length of the opposite sides of the pile shoe is 6.8 m, the total height of the pile shoe is 1.8 m, and the height from the pile tip to the maximum cross section is 0.4 m.

[0048] Step S2: Based on the required basic parameters and the load conditions, the vertical ultimate bearing capacity and the maximum horizontal anti-sliding bearing capacity of the pile shoe in each layer of rock and soil are calculated using the ISO-19905-1 standard specification to form a pile shoe bearing capacity-depth relationship curve.

[0049] The pile shoe bearing capacity-depth relationship curve includes a pile shoe vertical ultimate bearing capacity-depth curve and a maximum horizontal anti-sliding bearing capacity-depth curve.

[0050] The method for calculating the vertical ultimate bearing capacity of the pile shoe of each layer of soil in step S2 is as follows: according to the basic parameters in step S1, the vertical ultimate bearing capacity of the pile shoe is calculated according to the vertical ultimate bearing capacity theory of a single soil layer and shallow foundation.

[0051] The maximum horizontal anti-slip bearing capacity in step S2 is calculated as follows: the vertical ultimate bearing capacity of the pile shoe minus the weight of the overlying soil is the net vertical ultimate bearing capacity, and the product of the net vertical ultimate bearing capacity and the horizontal bearing capacity coefficient is the maximum horizontal anti-slip bearing capacity of the pile shoe.

[0052] Among them, the vertical ultimate bearing capacity and the maximum horizontal anti-slip bearing capacity are calculated using the calculation method within the standard specification of ISO-19905-1.

[0053] The method for obtaining the pile shoe bearing capacity-depth relationship curve in step S2 is: the pile shoe bearing capacity and depth are matched one by one, and the pile shoe bearing capacity-depth relationship curve is obtained by connecting them in sequence, such as Figure 1 and Figure 2 shown.

[0054] Step S3: Analyze the influence of interlayers of soil with different properties on the ultimate bearing capacity of the pile shoe, perform puncture risk analysis and / or extrusion analysis, and modify the pile shoe bearing capacity-depth curve according to the results of the puncture risk analysis and / or extrusion analysis.

[0055] The puncture risk analysis / or extrusion analysis is based on a comprehensive assessment of soil layer properties, soil layer thickness, soil strength, and pile shoe preload. The analysis should at least consider the vertical ultimate bearing capacity of a single soil layer, the extrusion of upper soft clay against lower hard soil, the puncture of upper hard clay against lower soft clay, and the puncture of upper sand layer against underlying soft clay. The puncture analysis requires the calculation of a relative safety factor for soil layer puncture.

[0056] Among them, the analysis of the influence of interlayers of soils with different properties on the ultimate bearing capacity of pile shoes involves analyzing the properties, thickness and soil strength of the interlayer soils.

[0057] If the upper layer is a thin soft clay layer and the lower layer is hard clay or sand, the upper clay layer needs to consider the extrusion effect of the soil and perform an extrusion analysis; if the upper layer is a thin hard clay or sand layer and the lower layer is soft clay, the upper hard clay or sand needs to consider the puncture effect of the soil and perform a puncture analysis.

[0058] Among them, the relative safety factor of pile shoe puncture is calculated according to the maximum ultimate bearing capacity of the hard soil layer where the pile shoe is located. F s1 If it is greater than 1.5, it can be judged that there is no puncture risk; if F s1 If it is less than 1.5, the relative safety factor of penetration is calculated based on the minimum ultimate bearing capacity of the soft soil layer below the depth of the pile shoe. F s2 ,like F s2 If it is greater than 1.2, it can be judged that there is no puncture risk. If neither of them is satisfied, it is considered that there is a puncture risk. Figure 3 The positions shown in the "3:1 Puncture Analysis" are all locations where there is a risk of puncture during the pile insertion process.

[0059] Among them, the pile shoe installation depth should be determined based on the modified pile shoe vertical ultimate bearing capacity-depth curve, and the pile shoe maximum horizontal anti-sliding bearing capacity-depth curve is not modified.

[0060] The depth of the pile shoe in place should be determined based on the pile shoe preload + the modified pile shoe vertical ultimate bearing capacity-depth curve. The vertical bearing capacity curve needs to be modified, but the horizontal anti-slip curve does not need to be modified.

[0061] Step S4: performing pile shoe insertion analysis based on the pile shoe preload and the corrected pile shoe bearing capacity-depth curve to determine the pile shoe seating depth.

[0062] When the vertical ultimate bearing capacity of the pile shoe at a certain depth is not less than the pile shoe preload and there is no risk of puncture, this depth can be used as the pile shoe placement depth. Figure 3 The preload shown is 36.1MN and the pile shoe is placed at a depth of 15m.

[0063] Step S5: Determine the vertical ultimate bearing capacity, maximum horizontal anti-sliding bearing capacity and bending moment bearing capacity of the pile shoe at the pile shoe installation depth.

[0064] The vertical ultimate bearing capacity of the pile shoe at the depth of the pile shoe is determined according to the modified vertical ultimate bearing capacity-depth curve of the pile shoe, which is 36.1MN in this embodiment; the maximum horizontal anti-slip bearing capacity of the pile shoe at the depth of the pile shoe is determined according to the maximum horizontal anti-slip bearing capacity-depth curve of the pile shoe, which is 14.3MN in this embodiment.

[0065] Step S6: lower the pile shoe and analyze the soil backflow during the pile shoe penetration process. When the pile shoe reaches the seating depth, determine the cavity height above the pile shoe and the soil backflow height.

[0066] During the penetration of the pile shoe, the soil will flow back. After the soil flows back, a certain height of the cavity remains above it. For layered soil, the cavity height and the soil flow back height can be calculated as follows:

[0067] The first step is to equate the parameter internal friction angle of the sand layer to the parameter soil strength of the clay layer, so that the shear stress of the soil layer before and after the equivalence is equal;

[0068] In the second step, the weighted average of the equivalent soil layer parameters is taken, and the void height and soil reflow height are calculated according to the clay layer.

[0069] In this embodiment, the height of the cavity above the pile shoe is 4.05m, and the soil return height is 9.15m.

[0070] Step S7: The initial soil stiffness is calculated by the shear modulus and Poisson's ratio of the soil at the depth of the pile shoe in combination with the standard specification of ISO-19905-1, and the soil stiffness iterative analysis is performed in combination with the load combination of the soil below the pile shoe under the external load.

[0071] The soil stiffness needs to be analyzed iteratively, and the rotational stiffness needs to be reduced during the iteration. If the initial soil stiffness can meet the requirements, the rotational stiffness should be multiplied by the reduction factor.

[0072] The initial soil stiffness was calculated from the shear modulus and Poisson's ratio of the soil at the depth of the pile shoe. An iterative analysis of the soil stiffness was performed based on the load combination of the soil below the pile shoe under the external load. In this example, the vertical, horizontal, and rotational stiffnesses were ultimately determined to be 410.67 MN / m, 369.60 MN / m, and 3353.78 MN·m / rad, respectively.

[0073] Step S8: Draw the bearing capacity envelope and anti-slip envelope at the pile shoe installation depth according to the soil properties at the pile shoe installation depth and the vertical ultimate bearing capacity and maximum horizontal anti-slip bearing capacity of the pile shoe at the pile shoe installation depth.

[0074] Among them, the pile shoe bearing capacity envelope and anti-slip envelope both need to consider the resistance coefficient, and different resistance coefficients are selected according to different soil properties. The vertical ultimate bearing capacity at the pile shoe installation depth in the bearing capacity envelope is the bearing capacity that the soil can provide during the maximum preload.

[0075] The bearing capacity envelope should be divided by the resistance factor 1.10, the anti-slip envelope in sand should be divided by the resistance factor 1.25, and the anti-slip envelope in clay should be divided by the resistance factor 1.56. Figure 4 As shown in Figure 2, when drawing the bearing capacity envelope, the vertical ultimate bearing capacity at the pile shoe seating depth is the bearing capacity that the soil can provide during the maximum preload.

[0076] Step S9: Use SESAM or SCAS software to calculate the load combination of the soil under the pile shoe under the external load, and observe whether the load combination falls inside the bearing capacity envelope and anti-slip envelope at the pile shoe installation depth to determine whether the pile shoe design meets the requirements.

[0077] Among them, when the load combination acting on the soil below the pile shoe is used for verification, the vertical force needs to take into account the buoyancy of the return soil and the buoyancy of the soil acting on the pile shoe.

[0078] The conditions for satisfying the pile shoe design in step 9 are as follows: the vertical and horizontal forces acting on the soil beneath the pile shoe are calculated based on the vertical and horizontal forces acting on the pile shoe under the external load taking into account the load partial coefficient, the buoyant weight of the return soil, and the buoyancy of the soil acting on the pile shoe. If all the combined points of the vertical and horizontal forces fall within the bearing capacity envelope and the anti-slip envelope taking into account the resistance coefficient, it indicates that the bearing capacity and anti-slip verification have passed and the pile shoe design meets the requirements. Otherwise, it fails to meet the requirements.

[0079] Among them, when the pile shoe design is not met in step 9: if the pile shoe design requirements are not met, then the steps S4 to S9 are repeated, and the pile shoe installation depth is re-determined to the bearing capacity and anti-slip verification until the pile shoe design meets the requirements.

[0080] The verification results of this embodiment are as follows Figure 4 As shown in the figure, the bearing capacity and anti-slip properties of the pile shoe at a depth of 15m meet the requirements.

[0081] In this embodiment, Figure 1-4As shown, the depth range is 9.0m-12.2m. Considering the possible puncture risk in this layer, it is recommended to take active puncture measures when installing the pile shoe of the production platform. The pile shoe footprints are drilled using an engineering vessel to reduce the strength of the eggshell layer and enable the pile shoe to actively puncture.

[0082] Example 2

[0083] The above-mentioned embodiment 1 provides a self-installed production platform pile shoe foundation geotechnical safety assurance analysis method, and correspondingly, this embodiment provides a self-installed production platform pile shoe foundation geotechnical safety assurance analysis system. The self-installed production platform pile shoe foundation geotechnical safety assurance analysis system provided in this embodiment can implement the self-installed production platform pile shoe foundation geotechnical safety assurance analysis method of embodiment 1, and the self-installed production platform pile shoe foundation geotechnical safety assurance analysis system can be implemented by software, hardware, or a combination of software and hardware. For example, the self-installed production platform pile shoe foundation geotechnical safety assurance analysis system can include integrated or separate functional modules or functional units to execute the corresponding steps in each method of embodiment 1. Since the self-installed production platform pile shoe foundation geotechnical safety assurance analysis system of this embodiment is basically similar to the method embodiment, the process described in this embodiment is relatively simple, and the relevant parts can refer to the partial description of embodiment 1. The self-installed production platform pile shoe foundation geotechnical safety assurance analysis system of this embodiment is merely schematic.

[0084] This embodiment provides a self-installing production platform pile shoe foundation geotechnical safety assurance analysis system, including:

[0085] The first processing unit collects and organizes the basic parameters and load conditions required for the pile shoe foundation design, wherein the load conditions include the pile shoe preload and the load combination of the soil under the pile shoe under the action of external load.

[0086] The second processing unit calculates the vertical ultimate bearing capacity and the maximum horizontal anti-sliding bearing capacity of the pile shoe in each layer of rock and soil according to the required basic parameters and the load conditions in accordance with the ISO-19905-1 standard specification, and forms a pile shoe bearing capacity-depth relationship curve;

[0087] The third processing unit analyzes the influence of interlayers of soils with different properties on the ultimate bearing capacity of the pile shoe, performs a puncture risk analysis and / or a squeeze analysis, and modifies the pile shoe bearing capacity-depth curve according to the results of the puncture risk analysis and / or the squeeze analysis;

[0088] The fourth processing unit performs pile shoe insertion analysis based on the pile shoe preload and the corrected pile shoe bearing capacity-depth curve to determine the pile shoe seating depth;

[0089] The fifth processing unit determines the vertical ultimate bearing capacity, maximum horizontal anti-sliding bearing capacity and bending moment bearing capacity of the pile shoe at the pile shoe seating depth;

[0090] The sixth processing unit is to lower the pile shoe, analyze the soil backflow during the pile shoe penetration process, and determine the height of the cavity above the pile shoe and the soil backflow height when the pile shoe reaches the seating depth;

[0091] The seventh processing unit calculates the initial soil stiffness by using the shear modulus and Poisson's ratio of the soil at the depth of the pile shoe in combination with the standard specification of ISO-19905-1, and performs an iterative analysis of the soil stiffness in combination with the load combination of the soil below the pile shoe under the external load;

[0092] An eighth processing unit is configured to draw a bearing capacity envelope and an anti-slip envelope at the depth of the pile shoe installation according to the properties of the soil layer where the pile shoe is installed, the vertical ultimate bearing capacity, and the maximum horizontal anti-slip bearing capacity;

[0093] The ninth processing unit uses SESAM or SCAS software to calculate the load combination of the soil under the pile shoe under the external load, and observe whether the load combination falls inside the bearing capacity envelope and anti-slip envelope at the pile shoe installation depth to determine whether the pile shoe design meets the requirements.

[0094] Example 3

[0095] This embodiment provides a processing device for implementing the geotechnical safety assurance analysis of the pile shoe foundation of the self-installed production platform provided in this embodiment 1. The processing device can be a processing device for a client, such as a mobile phone, a laptop computer, a tablet computer, a desktop computer, etc., to execute the geotechnical safety assurance analysis method of the pile shoe foundation of the self-installed production platform of embodiment 1.

[0096] The processing device includes a processor, a memory, a communication interface, and a bus. The processor, memory, and communication interface are connected via the bus to facilitate communication between them. The memory stores a computer program executable by the processor. When the processor executes the computer program, it executes the geotechnical safety assurance analysis method for the self-installed production platform pile shoe foundation provided in Example 1.

[0097] Preferably, the memory may be a high-speed random access memory (RAM), and may also include a non-volatile memory, such as at least one disk memory.

[0098] Preferably, the processor may be a central processing unit (CPU), a digital signal processor (DSP), or other general-purpose processors of various types, which are not limited here.

[0099] Example 4

[0100] The method for analyzing the geotechnical safety assurance of the pile shoe foundation of the self-installed production platform of this embodiment 1 can be specifically implemented as a computer program product. The computer program product may include a computer-readable storage medium on which computer-readable program instructions are loaded for executing the method for analyzing the geotechnical safety assurance of the pile shoe foundation of the self-installed production platform described in this embodiment 1.

[0101] Computer readable storage media can be tangible devices that hold and store instructions used by instruction execution devices. Computer readable storage media can be, for example, but not limited to, electronic storage devices, magnetic storage devices, optical storage devices, electromagnetic storage devices, semiconductor storage devices, or any combination thereof.

[0102] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent replacements for some of the technical features therein. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the various embodiments of the present invention.

Claims

1. A method for analyzing the geotechnical safety of a self-installed production platform pile shoe foundation, characterized in that: The steps include: Collect and organize the basic parameters and load conditions required for pile shoe foundation design, including the pile shoe preload and the load combination of the soil under the pile shoe under the external load; Based on the required basic parameters and the load conditions, the vertical ultimate bearing capacity and the maximum horizontal anti-sliding bearing capacity of the pile shoe in each layer of rock and soil are calculated according to the ISO-19905-1 standard specification to form a pile shoe bearing capacity-depth relationship curve; Analyze the influence of interlayers of soils with different properties on the ultimate bearing capacity of the pile shoe, perform puncture risk analysis and / or extrusion analysis, and modify the pile shoe bearing capacity-depth curve based on the results of the puncture risk analysis and / or extrusion analysis; Perform pile shoe insertion analysis based on the pile shoe preload and the modified pile shoe bearing capacity-depth curve to determine the pile shoe seating depth; Determine the vertical ultimate bearing capacity, maximum horizontal anti-sliding bearing capacity and bending moment bearing capacity of the pile shoe at the pile shoe seating depth; Lower the pile shoe and analyze the soil backflow during the pile shoe penetration process. When the pile shoe reaches the seating depth, determine the cavity height above the pile shoe and the soil backflow height. An iterative soil stiffness analysis is performed based on the shear modulus and Poisson's ratio of the soil at the depth of the pile shoe, combined with the initial soil stiffness specified in ISO-19905-1, and the load combination of the soil below the pile shoe under the external load. Draw a bearing capacity envelope and an anti-slip envelope at the pile shoe seating depth according to the soil properties at the pile shoe seating depth, the vertical ultimate bearing capacity of the pile shoe at the pile shoe seating depth, and the maximum horizontal anti-slip bearing capacity; Use SESAM or SCAS software to calculate the load combination of the soil below the pile shoe under the action of external load, and observe whether the load combination falls inside the bearing capacity envelope and anti-slip envelope at the pile shoe's seating depth to determine whether the pile shoe design meets the requirements.

2. The method for analyzing the safety of the foundation rock and soil of the self-installed production platform pile shoe according to claim 1 is characterized in that: The basic parameters include at least the shape of the pile shoe, the length or width of the opposite sides of the pile shoe, the total height of the pile shoe, the height from the pile tip to the maximum cross-section, the properties of each soil layer, the burial depth of the top and bottom surfaces of the soil layer, the soil bulk density, shear modulus, Poisson's ratio, the shear strength of cohesive soil, and the internal friction angle of non-cohesive soil.

3. The method for analyzing the safety of the foundation rock and soil of the self-installed production platform pile shoe according to claim 2 is characterized in that: The pile shoe bearing capacity-depth relationship curve includes a pile shoe vertical ultimate bearing capacity-depth curve and a maximum horizontal anti-sliding bearing capacity-depth curve.

4. A self-installed production platform pile shoe foundation geotechnical safety assurance analysis system, characterized in that: include: The first processing unit collects and organizes the basic parameters and load conditions required for the pile shoe foundation design, wherein the load conditions include the pile shoe preload and the load combination of the soil under the pile shoe under the external load; The second processing unit calculates the vertical ultimate bearing capacity and the maximum horizontal anti-sliding bearing capacity of the pile shoe in each layer of rock and soil according to the required basic parameters and the load conditions in accordance with the ISO-19905-1 standard specification, and forms a pile shoe bearing capacity-depth relationship curve; The third processing unit analyzes the influence of interlayers of soils with different properties on the ultimate bearing capacity of the pile shoe, performs a puncture risk analysis and / or a squeeze analysis, and modifies the pile shoe bearing capacity-depth curve according to the results of the puncture risk analysis and / or the squeeze analysis; The fourth processing unit performs pile shoe insertion analysis based on the pile shoe preload and the corrected pile shoe bearing capacity-depth curve to determine the pile shoe seating depth; The fifth processing unit determines the vertical ultimate bearing capacity, maximum horizontal anti-sliding bearing capacity and bending moment bearing capacity of the pile shoe at the pile shoe seating depth; The sixth processing unit is to lower the pile shoe, analyze the soil backflow during the pile shoe penetration process, and determine the height of the cavity above the pile shoe and the soil backflow height when the pile shoe reaches the seating depth; The seventh processing unit calculates the initial soil stiffness by using the shear modulus and Poisson's ratio of the soil at the pile shoe's seating depth in accordance with the ISO-19905-1 standard, and performs an iterative analysis of the soil stiffness based on the load combination of the soil below the pile shoe under the external load. An eighth processing unit is configured to draw a bearing capacity envelope and an anti-slip envelope at the pile shoe installation depth according to soil properties at the pile shoe installation depth, the vertical ultimate bearing capacity, and the maximum horizontal anti-slip bearing capacity; The ninth processing unit uses SESAM or SCAS software to calculate the load combination of the soil under the pile shoe under the external load, and observe whether the load combination falls inside the bearing capacity envelope and anti-slip envelope at the pile shoe installation depth to determine whether the pile shoe design meets the requirements.

5. A computer storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the steps of the geotechnical safety assurance analysis method for the self-installed production platform pile shoe foundation according to any one of claims 1 to 3 are implemented.

6. A computer device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein: When the processor executes the computer program, the steps of the self-installing production platform pile shoe foundation geotechnical safety analysis method described in any one of claims 1 to 3 are implemented.

Images