WO2023087601A1 - Stability prediction method for deep water thin-walled steel cylinder - Google Patents

Stability prediction method for deep water thin-walled steel cylinder Download PDF

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WO2023087601A1
WO2023087601A1 PCT/CN2022/085055 CN2022085055W WO2023087601A1 WO 2023087601 A1 WO2023087601 A1 WO 2023087601A1 CN 2022085055 W CN2022085055 W CN 2022085055W WO 2023087601 A1 WO2023087601 A1 WO 2023087601A1
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steel cylinder
soil
seabed
condition parameters
weakening
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PCT/CN2022/085055
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French (fr)
Chinese (zh)
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刘文彬
李树奇
寇晓强
陈智军
王雪奎
刘和文
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中交天津港湾工程研究院有限公司
中交第一航务工程局有限公司
天津港湾工程质量检测中心有限公司
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Priority to JP2023541504A priority Critical patent/JP7431427B2/en
Publication of WO2023087601A1 publication Critical patent/WO2023087601A1/en

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    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2111/00—Details relating to CAD techniques
    • G06F2111/04—Constraint-based CAD
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

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  • the invention belongs to the field of in-situ stability design of a deep-water steel cylinder, and in particular relates to a stability prediction method for a deep-water thin-walled steel cylinder.
  • the plug-in cylindrical structure As a new type of offshore structure, the plug-in cylindrical structure has the advantages of low cost, short construction period, and strong stability, and is widely used in the engineering practice of artificial island construction.
  • a large amount of engineering experience and research shows that the working mechanism of the plug-in steel cylinder structure is complex and cannot be considered simply as a gravity type, and its stability is significantly affected by factors such as the seabed, waves, and internal packing.
  • the anti-instability design of the steel cylinder can only be carried out with the help of field tests and similar engineering experience.
  • the hydrological conditions of the steel cylinder construction site are constantly changing, and the anti-instability ability of the seabed foundation under wave cyclic loads is also constantly changing, and it is difficult to accurately evaluate the impact of these changes on the steel cylinder in the early design.
  • the impact of the stability of the cylinder may lead to the potential risk of instability of the steel cylinder.
  • the object of the present invention is to overcome the deficiencies of the prior art and provide a method for predicting the stability of a deep-water thin-walled steel cylinder.
  • a method for predicting the stability of a deep-water thin-walled steel cylinder characterized in that it comprises the following steps:
  • Step 1 Establish a steel cylinder simulation analysis model using finite element analysis software according to the seabed geological condition parameters and steel cylinder condition parameters;
  • Step 2 Using the simulation analysis model, analyze the ultimate load of the corresponding steel cylinder under different seabed geological condition parameters and steel cylinder condition parameters, and establish the relationship between the seabed geological condition parameters, steel cylinder condition parameters and ultimate load functional relationship;
  • Step 3 Collect the dynamic stress magnitude and dynamic stress distribution area data on the seabed soil caused by the periodic displacement of the steel cylinder under different wave cyclic loads, and then use the static triaxial shear test and dynamic triaxial shear test , obtain the test data of seabed soil weakening range A and weakening strength ⁇ under the same dynamic stress size and dynamic stress distribution, and then establish the functional relationship between seabed soil weakening range A and weakening strength ⁇ and wave cycle load;
  • Step 4 According to the weakened range A of the seabed soil obtained in step 3 and the test data of the weakened strength ⁇ , use the indoor model test method to calculate the corresponding bearing capacity of the weakened seabed soil, and then calculate the weakened equivalent Seabed geological condition parameters; then combined with the functional relationship between the seabed geological condition parameters established in step 2, the steel cylinder condition parameters and the ultimate load, calculate the ultimate load corresponding to the weakened equivalent seabed geological condition parameters , and then calculate the ultimate load attenuation coefficient ⁇ , and then establish the functional relationship between the ultimate load attenuation coefficient ⁇ and the weakened range A of the seabed soil and the weakened strength ⁇ ;
  • Step 5 Combine the functions obtained in steps 2 to 4 to obtain a prediction model that combines the ultimate load of the steel cylinder instability under the wave cyclic load.
  • the geological condition parameters of the seabed include: soil weight, soil cohesion and internal friction angle of the soil.
  • conditional parameters of the steel cylinder specifically include: the outer diameter of the steel cylinder, the wall thickness of the steel cylinder, the height of the steel cylinder, the embedding depth of the steel cylinder and the type of packing inside the steel cylinder.
  • the wave cycle load includes the following parameters: water depth, wave wavelength, and different wave forces.
  • step 2 comprises the following steps:
  • step S2.2 Repeat step S2.1 to obtain the degree of influence of the remaining parameters (x 2 , x 3 , x 4 , x 5 .
  • step 3 according to the size of the dynamic stress generated by the periodic displacement of the steel cylinder on the seabed soil and the data of the dynamic stress distribution area, the soil of the foundation soil in the engineering area is obtained in situ, and the undisturbed soil
  • the static triaxial shear test and the dynamic triaxial shear test were carried out respectively.
  • the static triaxial shear test Through the static triaxial shear test, the static shear strength of the soil sample was obtained, and through the dynamic triaxial shear test, the strength of the soil sample was obtained.
  • For dynamic shear strength divide the dynamic shear strength by the static shear strength to obtain the weakened strength ⁇ of the soil sample at the soil sampling point.
  • step 3 a thin-walled soil extractor is used for in-situ soil extraction, and at least two adjacent undisturbed soil samples are taken from each soil extraction point, and one undisturbed soil sample is used for the static triaxial shear test of the soil. Another undisturbed soil sample was used for soil dynamic triaxial shear tests.
  • ⁇ is equal to the limit load corresponding to the equivalent seabed geological condition parameter after weakening divided by the corresponding limit under the initial seabed geological condition parameter of the seabed soil without wave cyclic load load size.
  • the calculated equivalent seabed geological condition parameters after weakening include: weakened soil weight W weak , weakened soil cohesion c weak , and weakened soil internal friction angle ⁇ Weak , the calculation method is as follows:
  • the method for predicting the stability of the deep-water thin-walled steel cylinder realizes the prediction of the stability of the steel cylinder and the design of the reinforcement scheme by establishing a mathematical model of the correlation between various engineering parameters and the ultimate load that the steel cylinder can bear.
  • the present invention reveals and quantifies the degree of influence of various engineering parameters on the ultimate load of steel cylinder instability, and also takes into account the weakening of the foundation caused by cyclic wave loads , so the reliability of steel cylinder stability prediction is much greater than traditional methods.
  • Fig. 1 is a flow chart of the method for predicting the stability of a thin-walled steel cylinder in deep water according to the present invention.
  • a kind of deep water thin-walled steel cylinder stability prediction method comprises the following steps:
  • Step S1 According to the geological condition parameters of the seabed and the condition parameters of the steel cylinder, a simulation analysis model of the steel cylinder is established using finite element analysis software.
  • seabed geological condition parameters include: soil weight W, soil cohesion c and soil internal friction angle ⁇
  • steel cylinder condition parameters steel cylinder Cylinder condition parameters include: steel cylinder outer diameter D, steel cylinder wall thickness w, steel cylinder height Hc, steel cylinder embedding depth S, and steel cylinder internal packing type M).
  • the simulation analysis model of the steel cylinder is established by using the ABAQUS finite element analysis software, and the ultimate load and the height of the ultimate load when the steel cylinder is unstable can be calculated by using this model (in this simulation analysis model, the steel cylinder is designed When the load is applied at a fixed height, when the displacement of the steel cylinder begins to increase infinitely, the load at this time is the corresponding ultimate load when the instability occurs, and the height of the applied load is the height of the ultimate load; that is, at different The height of the load is applied, and the corresponding instability limit load can be obtained).
  • the outer diameter, wall thickness and height of the steel cylinder model are selected according to engineering data;
  • the size of the seabed foundation model is: the length and width are equal to 10 times the outer diameter of the steel cylinder, and the depth is the buried depth of the steel cylinder Add 50m, and according to the data of soil weight W, soil cohesion c and soil internal friction angle ⁇ , give the seabed foundation model the appropriate unit type and constraints; assemble the steel cylinder and seabed foundation soil, And divide the grid, and the grid size is divided with a typical scale of 1m.
  • the first analysis step is the ground stress balance analysis step, which is used to restore the foundation stress in the original foundation soil
  • the second step is to set up a simulation step for the steel cylinder, and dig out the steel circle in the original foundation The soil in which the cylinder is inserted, sinks the steel cylinder to the specified elevation, and then applies gravity to the steel cylinder
  • the third step is the steel cylinder filling simulation step, filling the steel cylinder filling into the steel cylinder model, And apply gravity to the filling in the cylinder
  • the fourth step is the steel cylinder stability analysis step, apply a concentrated horizontal force to a certain point on the steel cylinder, and gradually increase the value of the horizontal force until the steel cylinder is under the action of the horizontal force Instability failure occurs, record the magnitude of the horizontal force at this time, and the height of the horizontal force application point from the seabed mud surface, this set of values is the ultimate load size P of the steel cylinder and its corresponding ultimate load action height H.
  • Step S2 Using the above simulation analysis model, analyze the ultimate load of the corresponding steel cylinder under different seabed geological condition parameters and steel cylinder condition parameters, and establish the seabed geological condition parameters and steel cylinder condition parameters according to the following process Functional relationship with ultimate load.
  • step S2.2 Repeat step S2.1 to obtain dimensionless influence coefficients ( ⁇ 2 , ⁇ 3 , ⁇ 4 , ⁇ 5 ).
  • Step S3 Obtain the dynamic stress size and dynamic stress distribution area data of the seabed soil caused by the periodic displacement of the steel cylinder under the wave cyclic loads of different water depths Hw, wave wavelength L, and different wave forces F, and then use the indoor Static triaxial shear test and dynamic triaxial shear test are used to analyze the weakening law of seabed soil under the same dynamic stress level, and the test data of weakening range A and weakening strength ⁇ of seabed soil are obtained.
  • the in-situ soil is taken from the foundation soil in the engineering area, for example, the horizontal distance from the steel cylinder
  • the foundation soil within 100m and depth of 30m will be significantly affected, so it is necessary to sample the soil in this area, and plan the horizontal spacing of soil sampling points according to the degree of attenuation of dynamic stress with horizontal distance. If the dynamic stress attenuates significantly with the horizontal distance, the horizontal spacing of the soil-borrowing points needs to be reduced; if the dynamic stress attenuates slowly with the horizontal distance, the horizontal spacing of the soil-borrowing points can be appropriately increased.
  • Thin-walled soil extractors are used for in-situ soil extraction, and at least two adjacent undisturbed soil samples are taken from each soil extraction point, one undisturbed soil sample is used for soil static triaxial shear tests, and the other undisturbed soil sample is used for soil dynamics Triaxial shear test. Then, the undisturbed soil samples were transported to the laboratory and subjected to static triaxial shear and dynamic triaxial shear tests respectively. Through the static triaxial shear test, the static shear strength of the soil sample was obtained. Through the dynamic triaxial shear test , to obtain the dynamic shear strength of the soil sample after dynamic cyclic loading, and divide the dynamic shear strength by the previously obtained static shear strength to obtain the weakened strength ⁇ of the soil sample at the sampling point.
  • the weakening area range of seabed soil and the distribution of weakening intensity ⁇ within the weakening area range can be obtained.
  • the range A is divided reasonably.
  • the weakened range A is divided into three parts: A ⁇ 1D, 1D ⁇ A ⁇ 2D, A>2D.
  • seabed soil weakening range A and weakening strength ⁇ data the relationship between water depth Hw, wave wavelength L, wave force F and seabed soil weakening range A and weakening strength ⁇ is fitted by using the least square method, Establish the correlation function of seabed soil weakening range A and weakening intensity ⁇ with water depth Hw, wave wavelength L, and wave force F: (A, ⁇ ) ⁇ ⁇ (Hw, L, F), for example:
  • D is the outer diameter of the steel cylinder.
  • Step S4 According to the weakening range A of the seabed soil obtained from the indoor static and dynamic triaxial shear tests in step S3 and the test data of the weakening strength ⁇ , use the indoor model test method to calculate the corresponding bearing capacity of the weakened seabed soil , and use the theoretical inversion of bearing capacity calculation to calculate the equivalent seabed geological condition parameters after weakening (including: weak soil weight W after weakening , weak soil cohesion c after weakening and weak internal friction angle ⁇ after weakening ), the specific calculation method is as follows:
  • the weakened seabed bearing capacity p is k times the original bearing capacity p (ie k ⁇ 1), it is necessary to ensure That is, among them, first calculate because Including only one unknown ⁇ , the weakened internal friction angle ⁇ of the soil can be obtained by calculation; secondly, calculate and Since ⁇ weak is known, Ncweak and Nrweak are also known, therefore , cweak and Wweak can be obtained.
  • Step S5 According to the functional relationship between the ultimate load attenuation coefficient ⁇ obtained in step S4, the weakened range A of the seabed soil, and the weakened strength ⁇ , and the weakened range A of the seabed soil obtained in step S3, the weakened strength ⁇ and the water depth Hw, wave
  • the functional relationship between the wavelength L and the wave force F can be used to obtain the functional relationship between the ultimate load attenuation coefficient ⁇ and the water depth Hw, the wave wavelength L, and the wave force F, and then multiply the ultimate load attenuation coefficient ⁇ by the predicted ultimate load obtained in step S1
  • the function of P can be used to obtain the prediction model of the ultimate load of the steel cylinder under the wave cyclic load: P ⁇ f(H, ⁇ 1 , ⁇ 2 , ⁇ 3 , ⁇ 4 , ⁇ 5 ...) .

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Abstract

Disclosed in the present invention are a stability prediction method for a deep water thin-walled steel cylinder. The method comprises: firstly, establishing a steel cylinder simulation analysis model according to seabed geological condition parameters and steel cylinder condition parameters, and establishing a function relation among the seabed geological condition parameters, the steel cylinder condition parameters, and ultimate loads; and then collecting data of the dynamic stress generated by the periodic displacement of the steel cylinder on a seabed soil body under the action of wave cyclic loads, obtaining test data of the weakening range and the weakening strength of the seabed soil body under the same dynamic stress level by means of an indoor test, and establishing a correlation function between the weakening range and the weakening strength of the seabed soil body, and the wave cyclic loads; calculating the bearing capacity of the corresponding weakened seabed soil body according to the test data of the weakening range and the weakening strength of the seabed soil body, calculating equivalent seabed geological condition parameters by inversion, and then calculating an ultimate load attenuation coefficient corresponding thereto; and finally, obtaining a prediction model considering the ultimate load of the steel cylinder under the action of the wave cyclic load by combining the ultimate load attenuation coefficient and the obtained function relations.

Description

一种深水薄壁钢圆筒稳定性预测方法A method for predicting the stability of thin-walled steel cylinders in deep water 技术领域technical field
本发明属于深水钢圆筒在位稳定性设计领域，具体涉及一种深水薄壁钢圆筒稳定性预测方法。The invention belongs to the field of in-situ stability design of a deep-water steel cylinder, and in particular relates to a stability prediction method for a deep-water thin-walled steel cylinder.
背景技术Background technique
插入式圆筒结构作为一种新型的海工结构，具有造价低、工期短、稳定性强等优点，被广泛应用于人工岛建设的工程实践中。大量的工程经验和研究表明：插入式钢圆筒结构的工作机理复杂，不能单纯的当作重力式考虑，其稳定性受海床、波浪和内部填料等因素影响显著。As a new type of offshore structure, the plug-in cylindrical structure has the advantages of low cost, short construction period, and strong stability, and is widely used in the engineering practice of artificial island construction. A large amount of engineering experience and research shows that the working mechanism of the plug-in steel cylinder structure is complex and cannot be considered simply as a gravity type, and its stability is significantly affected by factors such as the seabed, waves, and internal packing.
在以往的国内外工程实践中，为防止钢圆筒出现失稳，只能借助于现场试验和相似工程经验，进行钢圆筒抗失稳设计。然而钢圆筒施工过程中，钢圆筒施工场地的水文条件处于不断的变化之中，波浪循环荷载下海床地基的抗失稳能力也在不断变化，而前期设计很难准确评估这些变化对钢圆筒稳定性的影响，导致钢圆筒可能出现潜在的失稳风险。In previous domestic and foreign engineering practice, in order to prevent the instability of the steel cylinder, the anti-instability design of the steel cylinder can only be carried out with the help of field tests and similar engineering experience. However, during the steel cylinder construction process, the hydrological conditions of the steel cylinder construction site are constantly changing, and the anti-instability ability of the seabed foundation under wave cyclic loads is also constantly changing, and it is difficult to accurately evaluate the impact of these changes on the steel cylinder in the early design. The impact of the stability of the cylinder may lead to the potential risk of instability of the steel cylinder.
发明内容Contents of the invention
本发明的目的在于克服现有技术的不足，提供一种深水薄壁钢圆筒稳定性预测方法。The object of the present invention is to overcome the deficiencies of the prior art and provide a method for predicting the stability of a deep-water thin-walled steel cylinder.
本发明是通过以下技术方案实现的：The present invention is achieved through the following technical solutions:
一种深水薄壁钢圆筒稳定性预测方法，其特征在于，包括以下步骤：A method for predicting the stability of a deep-water thin-walled steel cylinder, characterized in that it comprises the following steps:
步骤1：根据海床地质条件参数、钢圆筒条件参数利用有限元分析软件建立钢圆筒仿真分析模型；Step 1: Establish a steel cylinder simulation analysis model using finite element analysis software according to the seabed geological condition parameters and steel cylinder condition parameters;
步骤2：利用仿真分析模型，分析不同海床地质条件参数、钢圆筒条件参数下对应的钢圆筒失稳时的极限荷载，建立海床地质条件参数、钢圆筒条件参数与极限荷载间的函数关系；Step 2: Using the simulation analysis model, analyze the ultimate load of the corresponding steel cylinder under different seabed geological condition parameters and steel cylinder condition parameters, and establish the relationship between the seabed geological condition parameters, steel cylinder condition parameters and ultimate load functional relationship;
步骤3：采集不同波浪循环荷载作用下，钢圆筒周期性位移对海床土体产生的动态应力的大小及动态应力分布区域数据，然后采用静态三轴剪切试验和动态三轴剪切试验，得到同等动态应力大小及动态应力分布下海床土体弱化范围A及弱化强度η 的试验数据，然后建立海床土体弱化范围A及弱化强度η与波浪循环荷载的函数关系；Step 3: Collect the dynamic stress magnitude and dynamic stress distribution area data on the seabed soil caused by the periodic displacement of the steel cylinder under different wave cyclic loads, and then use the static triaxial shear test and dynamic triaxial shear test , obtain the test data of seabed soil weakening range A and weakening strength η under the same dynamic stress size and dynamic stress distribution, and then establish the functional relationship between seabed soil weakening range A and weakening strength η and wave cycle load;
步骤4：根据步骤3中得到的海床土体弱化范围A及弱化强度η试验数据，运用室内模型试验方法，计算出对应的弱化后海床土体的承载力，再计算出弱化后等效的海床地质条件参数；然后结合步骤2已建立的海床地质条件参数、钢圆筒条件参数与极限荷载间的函数关系，计算出与弱化后等效的海床地质条件参数对应的极限荷载大小，再计算出极限荷载衰减系数ε，然后建立极限荷载衰减系数ε与海床土体弱化范围A及弱化强度η的函数关系；Step 4: According to the weakened range A of the seabed soil obtained in step 3 and the test data of the weakened strength η, use the indoor model test method to calculate the corresponding bearing capacity of the weakened seabed soil, and then calculate the weakened equivalent Seabed geological condition parameters; then combined with the functional relationship between the seabed geological condition parameters established in step 2, the steel cylinder condition parameters and the ultimate load, calculate the ultimate load corresponding to the weakened equivalent seabed geological condition parameters , and then calculate the ultimate load attenuation coefficient ε, and then establish the functional relationship between the ultimate load attenuation coefficient ε and the weakened range A of the seabed soil and the weakened strength η;
步骤5：将步骤2至步骤4所得函数相结合，获得结合了波浪循环荷载作用下钢圆筒失稳极限荷载的预测模型。Step 5: Combine the functions obtained in steps 2 to 4 to obtain a prediction model that combines the ultimate load of the steel cylinder instability under the wave cyclic load.
在上述技术方案中，海床地质条件参数包括：土体重度、土体粘聚力和土体内摩擦角。In the above technical solution, the geological condition parameters of the seabed include: soil weight, soil cohesion and internal friction angle of the soil.
在上述技术方案中，钢圆筒条件参数具体包括：钢圆筒外径、钢圆筒壁厚、钢圆筒高度、钢圆筒埋设深度和钢圆筒内部填料类型。In the above technical solution, the conditional parameters of the steel cylinder specifically include: the outer diameter of the steel cylinder, the wall thickness of the steel cylinder, the height of the steel cylinder, the embedding depth of the steel cylinder and the type of packing inside the steel cylinder.
在上述技术方案中，波浪循环荷载包括以下参数：水深、波浪波长、不同波浪力。In the above technical solution, the wave cycle load includes the following parameters: water depth, wave wavelength, and different wave forces.
在上述技术方案中，步骤2包括以下步骤：In the above-mentioned technical scheme, step 2 comprises the following steps:
S2.1：在仿真分析模型中改变海床地质条件参数、钢圆筒条件参数中的单个参数x 1的数值，然后计算给定荷载作用高度H下对应的极限荷载大小P的变化，并进行数据相关性分析，获得在给定荷载作用高度下对应的代表该单个参数x 1影响程度的无量纲化影响系数β 1； S2.1: In the simulation analysis model, change the value of the single parameter x 1 in the seabed geological condition parameters and steel cylinder condition parameters, and then calculate the change of the corresponding limit load size P under the given load action height H, and carry out Data correlation analysis to obtain the dimensionless influence coefficient β 1 corresponding to the degree of influence of the single parameter x 1 under a given load action height;
S2.2：重复步骤S2.1，获得给定荷载作用高度H下代表海床地质条件参数、钢圆筒条件参数中剩余参数(x 2，x 3，x 4，x 5……)影响程度的无量纲化影响系数(β 2，β 3，β 4，β 5……)； S2.2: Repeat step S2.1 to obtain the degree of influence of the remaining parameters (x 2 , x 3 , x 4 , x 5 . The dimensionless influence coefficient of (β 2 , β 3 , β 4 , β 5 ...);
S2.3：根据步骤S2.1和S2.2的结果，建立基于各个参数(x 1，x 2，x 3，x 4，x 5……)预测极限荷载大小P的函数关系式：P～f(H，β 1，β 2，β 3，β 4，β 5……)。 S2.3: According to the results of steps S2.1 and S2.2, establish a functional relationship based on each parameter (x 1 , x 2 , x 3 , x 4 , x 5 ...) to predict the magnitude of the ultimate load P: P～ f(H, β 1 , β 2 , β 3 , β 4 , β 5 . . . ).
在上述技术方案中，步骤3中，依据钢圆筒周期性位移对海床土体产生的动态应力的大小及动态应力分布区域数据，对工程区域地基土体进行原位取土，将原状土样运至实验室后分别进行静态三轴剪切和动态三轴剪切试验，通过静态三轴剪切试验，获得土样的静态抗剪强度，通过动态三轴剪切试验，获得土样的动态抗剪强度，将动态抗剪强度与静抗剪强度相除，得取土点位土样的弱化强度η。In the above technical scheme, in step 3, according to the size of the dynamic stress generated by the periodic displacement of the steel cylinder on the seabed soil and the data of the dynamic stress distribution area, the soil of the foundation soil in the engineering area is obtained in situ, and the undisturbed soil After the samples were transported to the laboratory, the static triaxial shear test and the dynamic triaxial shear test were carried out respectively. Through the static triaxial shear test, the static shear strength of the soil sample was obtained, and through the dynamic triaxial shear test, the strength of the soil sample was obtained. For dynamic shear strength, divide the dynamic shear strength by the static shear strength to obtain the weakened strength η of the soil sample at the soil sampling point.
在上述技术方案中，步骤3中，原位取土采用薄壁取土器，每个取土点位至少取 两个邻近原状土样，一个原状土样用于土体静态三轴剪切试验，另一个原状土样用于土体动态三轴剪切试验。In the above technical scheme, in step 3, a thin-walled soil extractor is used for in-situ soil extraction, and at least two adjacent undisturbed soil samples are taken from each soil extraction point, and one undisturbed soil sample is used for the static triaxial shear test of the soil. Another undisturbed soil sample was used for soil dynamic triaxial shear tests.
在上述技术方案中，步骤4中，ε等于弱化后等效的海床地质条件参数对应的极限荷载大小除以不受波浪循环荷载作用下海床土体的初始海床地质条件参数下对应的极限荷载大小。In the above technical scheme, in step 4, ε is equal to the limit load corresponding to the equivalent seabed geological condition parameter after weakening divided by the corresponding limit under the initial seabed geological condition parameter of the seabed soil without wave cyclic load load size.
在上述技术方案中，步骤4中，计算出的弱化后等效的海床地质条件参数包括：弱化后土体重度W 弱、弱化后土体粘聚力c 弱和弱化后土体内摩擦角φ 弱，计算方法如下： In the above technical solution, in step 4, the calculated equivalent seabed geological condition parameters after weakening include: weakened soil weight W weak , weakened soil cohesion c weak , and weakened soil internal friction angle φ Weak , the calculation method is as follows:
根据汉森地基承载力计算公式：According to Hansen foundation bearing capacity calculation formula:
p＝c×N c×S c×d c×i c+q×N q×S q×i q+0.5×W×D×N r×S r×i r，其中S c、S q、S r为结构物基础的形状修正系数，d c为结构物基础埋深修正系数，i c、i q、i r为结构物荷载倾斜修正系数，q为钢圆筒结构总重量，D为钢圆筒直径，这9个参数在海床土体弱化前后无变化，因此海床土体弱化前后承载力的比值
Figure PCTCN2022085055-appb-000001
p 原为弱化前海床土体承载力，p 弱为弱化后海床土体承载力，G1代表S c×d c×i c，G2代表q×S q×i q，G3代表0.5×D×S r×i r，G1、G2、G3在海床土体弱化前后不变； p=c×N c ×S c ×d c ×i c +q×N q ×S q ×i q +0.5×W×D×N r ×S r ×i r , where S c , S q , S r is the shape correction coefficient of the structure foundation, d c is the correction coefficient of the buried depth of the structure foundation, i c , i q , i r are the correction coefficients of the load inclination of the structure, q is the total weight of the steel cylinder structure, and D is the steel circle cylinder diameter, these nine parameters do not change before and after seabed soil weakening, so the ratio of the bearing capacity before and after seabed soil weakening
Figure PCTCN2022085055-appb-000001
p is originally the bearing capacity of the seabed soil before weakening, pweak is the bearing capacity of the seabed soil after weakening, G1 represents S c ×d c × ic , G2 represents q×S q ×i q , G3 represents 0.5×D× S r ×i r , G1, G2, G3 remain unchanged before and after seabed soil weakening;
N c、N q、N r为与土体内摩擦角φ相关的修正系数，
Figure PCTCN2022085055-appb-000002
N c＝(N q-1)cotφ，N r＝1.5(N q-1)tanφ； N c , N q , N r are the correction coefficients related to the internal friction angle φ of the soil,
Figure PCTCN2022085055-appb-000002
N c = (N q -1) cot φ, N r = 1.5(N q -1) tan φ;
假设弱化后海床承载力p 弱为原承载力p 原的k倍，则需保证
Figure PCTCN2022085055-appb-000003
其中，先计算
Figure PCTCN2022085055-appb-000004
因为
Figure PCTCN2022085055-appb-000005
中仅含φ 弱一个未知数，通过计算获得弱化后的土体内摩擦角φ 弱；其次计算
Figure PCTCN2022085055-appb-000006
和
Figure PCTCN2022085055-appb-000007
由于φ 弱已知后，N c弱和N r弱也已知，因此，求出c 弱和W 弱。 Assuming that the weakened seabed bearing capacity p is k times the original bearing capacity p, it is necessary to ensure
Figure PCTCN2022085055-appb-000003
Among them, first calculate
Figure PCTCN2022085055-appb-000004
because
Figure PCTCN2022085055-appb-000005
contains only one unknown φweakness , and the weakened soil internal friction angle φweakness is obtained by calculation; secondly, calculate
Figure PCTCN2022085055-appb-000006
and
Figure PCTCN2022085055-appb-000007
Since φweak is known, Ncweak and Nrweak are also known, therefore, cweak and Wweak are obtained.
本发明的优点和有益效果为：Advantage of the present invention and beneficial effect are:
本发明的深水薄壁钢圆筒稳定性预测方法通过建立各类工程参数与钢圆筒所能承受的极限荷载相关性的数学模型，实现钢圆筒稳定性的预测和加固方案设计。不同于传统基于以往工程经验和小规模室内模型试验的方法，本发明揭示并量化了各个工程参数对钢圆筒失稳极限荷载的影响程度，同时还兼顾考虑了循环波浪荷载引起的地基弱化问题，因此对钢圆筒稳定性预测的可靠性远大于传统方法。The method for predicting the stability of the deep-water thin-walled steel cylinder realizes the prediction of the stability of the steel cylinder and the design of the reinforcement scheme by establishing a mathematical model of the correlation between various engineering parameters and the ultimate load that the steel cylinder can bear. Different from the traditional methods based on previous engineering experience and small-scale indoor model tests, the present invention reveals and quantifies the degree of influence of various engineering parameters on the ultimate load of steel cylinder instability, and also takes into account the weakening of the foundation caused by cyclic wave loads , so the reliability of steel cylinder stability prediction is much greater than traditional methods.
附图说明Description of drawings
图1是本发明的深水薄壁钢圆筒稳定性预测方法的流程图。Fig. 1 is a flow chart of the method for predicting the stability of a thin-walled steel cylinder in deep water according to the present invention.
具体实施方式Detailed ways
为了使本技术领域的人员更好地理解本发明方案，下面结合具体实施例附图工作流程图进一步说明本发明的技术方案。In order to enable those skilled in the art to better understand the solution of the present invention, the technical solution of the present invention will be further described below in conjunction with the working flow chart of the accompanying drawings of specific embodiments.
参见附图1，一种深水薄壁钢圆筒稳定性预测方法，包括以下步骤：Referring to accompanying drawing 1, a kind of deep water thin-walled steel cylinder stability prediction method comprises the following steps:
步骤S1：根据海床地质条件参数、钢圆筒条件参数利用有限元分析软件建立钢圆筒仿真分析模型。Step S1: According to the geological condition parameters of the seabed and the condition parameters of the steel cylinder, a simulation analysis model of the steel cylinder is established using finite element analysis software.
首先，收集现场工程实测数据，包括：海床地质条件参数(海床地质条件参数包括：土体重度W、土体粘聚力c和土体内摩擦角φ)、钢圆筒条件参数(钢圆筒条件参数包括：钢圆筒外径D、钢圆筒壁厚w、钢圆筒高度Hc、钢圆筒埋设深度S和钢圆筒内部填料类型M)。First, collect field engineering measured data, including: seabed geological condition parameters (seabed geological condition parameters include: soil weight W, soil cohesion c and soil internal friction angle φ), steel cylinder condition parameters (steel cylinder Cylinder condition parameters include: steel cylinder outer diameter D, steel cylinder wall thickness w, steel cylinder height Hc, steel cylinder embedding depth S, and steel cylinder internal packing type M).
根据上述数据利用ABAQUS有限元分析软件建立钢圆筒仿真分析模型，利用该模型能够计算出钢圆筒失稳时的极限荷载大小及极限荷载作用高度(在该仿真分析模型中对钢圆筒设定高度位置施加荷载，当钢圆筒位移量开始无限增大时，此时的荷载即为失稳时对应的极限荷载，施加荷载的高度位置即为极限荷载作用高度；也就是说，在不同的高度位置施加荷载，能够得到对应的失稳极限荷载大小)。具体的讲：在本实施例中，首先，在ABAQUS软件中进行三维实体建模，分别建立钢圆筒模型、钢圆筒内部填料模型和海床地基模型。其中，钢圆筒模型的钢圆筒外径、壁厚和高度按工程资料进行选取；海床地基模型尺寸为：长度和宽度皆等于10倍钢圆筒外径，深度为钢圆筒埋深加上50m，并根据土体重度W、土体粘聚力c和土体内摩擦角φ等数据赋予海床地基模型合适的单元类型和约束；对钢圆筒和海床地基土体进行组装，并划分网格，网格尺寸以1m为典型尺度进行划分。计算时设置4个分析步，第1个分 析步为地应力平衡分析步，用以恢复原状地基土体内的地基应力；第2步为钢圆筒打设模拟步，挖去原状地基中钢圆筒插入部分的土体，并将钢圆筒下沉至指定高程，然后对钢圆筒施加重力；第3步为钢圆筒填料模拟步，将钢圆筒填料填充至钢圆筒模型内，并对筒内填料施加重力；第4步为钢圆筒稳定性分析步，对钢圆筒上某一点施加集中水平力，逐步增大该水平力的数值，直至钢圆筒在该水平力作用下产生失稳破坏，记录此时的水平力大小，及该水平力施加点距离海床泥面的高度，这一组数值即为钢圆筒的极限荷载大小P和其对应的极限荷载作用高度H。According to the above data, the simulation analysis model of the steel cylinder is established by using the ABAQUS finite element analysis software, and the ultimate load and the height of the ultimate load when the steel cylinder is unstable can be calculated by using this model (in this simulation analysis model, the steel cylinder is designed When the load is applied at a fixed height, when the displacement of the steel cylinder begins to increase infinitely, the load at this time is the corresponding ultimate load when the instability occurs, and the height of the applied load is the height of the ultimate load; that is, at different The height of the load is applied, and the corresponding instability limit load can be obtained). Specifically: in this embodiment, firstly, three-dimensional solid modeling is carried out in ABAQUS software, and a steel cylinder model, a steel cylinder internal packing model and a seabed foundation model are respectively established. Among them, the outer diameter, wall thickness and height of the steel cylinder model are selected according to engineering data; the size of the seabed foundation model is: the length and width are equal to 10 times the outer diameter of the steel cylinder, and the depth is the buried depth of the steel cylinder Add 50m, and according to the data of soil weight W, soil cohesion c and soil internal friction angle φ, give the seabed foundation model the appropriate unit type and constraints; assemble the steel cylinder and seabed foundation soil, And divide the grid, and the grid size is divided with a typical scale of 1m. Four analysis steps are set during the calculation, the first analysis step is the ground stress balance analysis step, which is used to restore the foundation stress in the original foundation soil; the second step is to set up a simulation step for the steel cylinder, and dig out the steel circle in the original foundation The soil in which the cylinder is inserted, sinks the steel cylinder to the specified elevation, and then applies gravity to the steel cylinder; the third step is the steel cylinder filling simulation step, filling the steel cylinder filling into the steel cylinder model, And apply gravity to the filling in the cylinder; the fourth step is the steel cylinder stability analysis step, apply a concentrated horizontal force to a certain point on the steel cylinder, and gradually increase the value of the horizontal force until the steel cylinder is under the action of the horizontal force Instability failure occurs, record the magnitude of the horizontal force at this time, and the height of the horizontal force application point from the seabed mud surface, this set of values is the ultimate load size P of the steel cylinder and its corresponding ultimate load action height H.
步骤S2：利用上述仿真分析模型，分析不同海床地质条件参数、钢圆筒条件参数下对应的钢圆筒失稳时的极限荷载，按如下过程建立海床地质条件参数、钢圆筒条件参数与极限荷载间的函数关系。Step S2: Using the above simulation analysis model, analyze the ultimate load of the corresponding steel cylinder under different seabed geological condition parameters and steel cylinder condition parameters, and establish the seabed geological condition parameters and steel cylinder condition parameters according to the following process Functional relationship with ultimate load.
S2.1：在仿真分析模型中改变海床地质条件参数、钢圆筒条件参数中的单个参数x 1的数值，然后计算给定荷载作用高度H下对应的极限荷载大小P的变化，并进行数据相关性分析，即可获得在给定荷载作用高度H下对应的代表该参数x 1影响程度的无量纲化影响系数β 1。也就是说，每个不同的荷载作用高度对应不同的无量纲化影响系数β 1，在本实施例中，自钢圆筒40米以上沿钢圆筒高度方向每间隔1米的高度确定为一个荷载作用位置，每个荷载作用位置对应一个代表该参数x 1影响程度的无量纲化影响系数β 1。 S2.1: In the simulation analysis model, change the value of the single parameter x 1 in the seabed geological condition parameters and steel cylinder condition parameters, and then calculate the change of the corresponding limit load size P under the given load action height H, and carry out Data correlation analysis can obtain the corresponding dimensionless influence coefficient β 1 representing the degree of influence of the parameter x 1 under a given load action height H. That is to say, each different load action height corresponds to a different dimensionless influence coefficient β 1 . In this embodiment, a height of 1 meter apart from the steel cylinder above 40 meters along the height direction of the steel cylinder is determined as one Load action position, each load action position corresponds to a dimensionless influence coefficient β 1 representing the degree of influence of the parameter x 1 .
S2.2：重复步骤S2.1，获得给定荷载作用高度H下代表剩余参数(x 2，x 3，x 4，x 5……)影响程度的无量纲化影响系数(β 2，β 3，β 4，β 5……)。 S2.2 : Repeat step S2.1 to obtain dimensionless influence coefficients ( β 2 , β 3 , β 4 , β 5 ...).
S2.3：根据步骤S2.1和S2.2的结果，建立基于各个参数(x 1，x 2，x 3，x 4，x 5……)预测极限荷载大小P的函数关系式：P～f(H，β 1，β 2，β 3，β 4，β 5……)，例如，P＝k 1β 1×k 2β 1×k 3β 3×k 4β 4×k 5β 5×…×k nH/Hc，式中，Hc为钢圆筒高度，k 1、k 2、k 3、k 4、k 5、k n为待定系数，每个荷载作用高度H对应一组无量纲化影响系数(β 1，β 2，β 3，β 4，β 5……)。 S2.3: According to the results of steps S2.1 and S2.2, establish a functional relationship based on each parameter (x 1 , x 2 , x 3 , x 4 , x 5 ...) to predict the magnitude of the ultimate load P: P～ f(H, β 1 , β 2 , β 3 , β 4 , β 5 ...), for example, P=k 1 β 1 ×k 2 β 1 ×k 3 β 3 ×k 4 β 4 × k 5 β 5 ×…×k n H/Hc, where Hc is the height of the steel cylinder, k 1 , k 2 , k 3 , k 4 , k 5 , and k n are undetermined coefficients, and each load action height H corresponds to a group of infinite Classification influence coefficient (β 1 , β 2 , β 3 , β 4 , β 5 ...).
步骤S3：获取不同水深Hw、波浪波长L、不同波浪力F的波浪循环荷载作用下，钢圆筒周期性位移对海床土体产生的动态应力的大小及动态应力分布区域数据，然后采用室内静态三轴剪切试验和动态三轴剪切试验，分析同等动态应力水平下海床土体强度弱化规律，得到海床土体弱化范围A及弱化强度η的试验数据。具体的讲：首先依据钢圆筒周期性位移对海床土体产生的动态应力的大小及动态应力分布区域数据，对工程区域地基土体进行原位取土，例如，距钢圆筒水平距离100m内，深度30m 内的地基土体会受到明显的影响，则需要对该区域土体进行取样，根据动态应力随水平距离的衰减程度，规划取土点位的水平间距。若动态应力随水平距离的衰减明显，则需减小取土点位的水平间距；若动态应力随水平距离的衰减缓慢，则可适当增大取土点位的水平间距。原位取土采用薄壁取土器，每个取土点位至少取两个邻近原状土样，一个原状土样用于土体静态三轴剪切试验，另一个原状土样用于土体动态三轴剪切试验。然后，将原状土样运至实验室后分别进行静态三轴剪切和动态三轴剪切试验，通过静态三轴剪切试验，获得土样的静态抗剪强度，通过动态三轴剪切试验，获得动力循环加载后的土样的动态抗剪强度，将动态抗剪强度与原先获得的静抗剪强度相除，即获得取土点位土样的弱化强度η。根据所有取土点位土样的弱化强度η数据，即可获得海床土体弱化区域范围和弱化区域范围内弱化强度η的分布情况，根据各取土点位弱化强度η的大小等级对弱化范围A进行合理划分，本实施例中，将弱化范围A分为三部分：A≤1D、1D<A≤2D、A>2D。Step S3: Obtain the dynamic stress size and dynamic stress distribution area data of the seabed soil caused by the periodic displacement of the steel cylinder under the wave cyclic loads of different water depths Hw, wave wavelength L, and different wave forces F, and then use the indoor Static triaxial shear test and dynamic triaxial shear test are used to analyze the weakening law of seabed soil under the same dynamic stress level, and the test data of weakening range A and weakening strength η of seabed soil are obtained. Specifically: firstly, according to the magnitude of the dynamic stress generated by the periodic displacement of the steel cylinder on the seabed soil and the data of the dynamic stress distribution area, the in-situ soil is taken from the foundation soil in the engineering area, for example, the horizontal distance from the steel cylinder The foundation soil within 100m and depth of 30m will be significantly affected, so it is necessary to sample the soil in this area, and plan the horizontal spacing of soil sampling points according to the degree of attenuation of dynamic stress with horizontal distance. If the dynamic stress attenuates significantly with the horizontal distance, the horizontal spacing of the soil-borrowing points needs to be reduced; if the dynamic stress attenuates slowly with the horizontal distance, the horizontal spacing of the soil-borrowing points can be appropriately increased. Thin-walled soil extractors are used for in-situ soil extraction, and at least two adjacent undisturbed soil samples are taken from each soil extraction point, one undisturbed soil sample is used for soil static triaxial shear tests, and the other undisturbed soil sample is used for soil dynamics Triaxial shear test. Then, the undisturbed soil samples were transported to the laboratory and subjected to static triaxial shear and dynamic triaxial shear tests respectively. Through the static triaxial shear test, the static shear strength of the soil sample was obtained. Through the dynamic triaxial shear test , to obtain the dynamic shear strength of the soil sample after dynamic cyclic loading, and divide the dynamic shear strength by the previously obtained static shear strength to obtain the weakened strength η of the soil sample at the sampling point. According to the weakening intensity η data of soil samples at all soil sampling points, the weakening area range of seabed soil and the distribution of weakening intensity η within the weakening area range can be obtained. The range A is divided reasonably. In this embodiment, the weakened range A is divided into three parts: A≤1D, 1D<A≤2D, A>2D.
然后，根据得到的海床土体弱化范围A、弱化强度η数据，运用最小二乘法拟合出水深Hw、波浪波长L、波浪力F与海床土体弱化范围A、弱化强度η的关系，建立海床土体弱化范围A及弱化强度η与水深Hw、波浪波长L、波浪力F的相关函数：(A，η)～ζ(Hw，L，F)，例如：Then, according to the obtained seabed soil weakening range A and weakening strength η data, the relationship between water depth Hw, wave wavelength L, wave force F and seabed soil weakening range A and weakening strength η is fitted by using the least square method, Establish the correlation function of seabed soil weakening range A and weakening intensity η with water depth Hw, wave wavelength L, and wave force F: (A, η) ~ ζ (Hw, L, F), for example:
Figure PCTCN2022085055-appb-000008
Figure PCTCN2022085055-appb-000008
式中，D是钢圆筒外径。In the formula, D is the outer diameter of the steel cylinder.
步骤S4：根据步骤S3中室内静态、动态三轴剪切试验得到的海床土体弱化范围A及弱化强度η试验数据，运用室内模型试验方法，计算出对应的弱化后海床土体的承载力，并采用承载力计算理论反演计算出弱化后等效的海床地质条件参数(包括：弱化后土体重度W 弱、弱化后土体粘聚力c 弱和弱化后土体内摩擦角φ 弱)，具体计算方法如下： Step S4: According to the weakening range A of the seabed soil obtained from the indoor static and dynamic triaxial shear tests in step S3 and the test data of the weakening strength η, use the indoor model test method to calculate the corresponding bearing capacity of the weakened seabed soil , and use the theoretical inversion of bearing capacity calculation to calculate the equivalent seabed geological condition parameters after weakening (including: weak soil weight W after weakening , weak soil cohesion c after weakening and weak internal friction angle φ after weakening ), the specific calculation method is as follows:
根据汉森地基承载力计算公式：According to Hansen foundation bearing capacity calculation formula:
p＝c×N c×S c×d c×i c+q×N q×S q×i q+0.5×W×D×N r×S r×i r，其中S c、S q、S r为结构物基础的形状修正系数，d c为结构物基础埋深修正系数，i c、i q、i r为结构物荷载倾斜修正系数，q为钢圆筒结构总重量，D为钢圆筒直径，由于海床土体弱化不涉及以上9个参数的折减，因此上述9个参数在海床土体弱化前后无变化，因此海床土体弱化前后 承载力的比值
Figure PCTCN2022085055-appb-000009
p 原为弱化前海床土体承载力，p 弱为弱化后海床土体承载力，G1代表S c×d c×i c，G2代表q×S q×i q，G3代表0.5×D×S r×i r，G1、G2、G3为海床土体弱化前后不变的值。 p=c×N c ×S c ×d c ×i c +q×N q ×S q ×i q +0.5×W×D×N r ×S r ×i r , where S c , S q , S r is the shape correction coefficient of the structure foundation, d c is the correction coefficient of the buried depth of the structure foundation, i c , i q , i r are the correction coefficients of the load inclination of the structure, q is the total weight of the steel cylinder structure, and D is the steel circle Since the weakening of the seabed soil does not involve the reduction of the above 9 parameters, the above 9 parameters do not change before and after the weakening of the seabed soil, so the ratio of the bearing capacity before and after the weakening of the seabed soil
Figure PCTCN2022085055-appb-000009
p is originally the bearing capacity of the seabed soil before weakening, pweak is the bearing capacity of the seabed soil after weakening, G1 represents S c ×d c × ic , G2 represents q×S q ×i q , G3 represents 0.5×D× S r ×i r , G1, G2, G3 are the constant values before and after the weakening of seabed soil.
N c、N q、N r为与土体内摩擦角φ相关的修正系数，
Figure PCTCN2022085055-appb-000010
N c＝(N q-1)cotφ，N r＝1.5(N q-1)tanφ。 N c , N q , N r are the correction coefficients related to the internal friction angle φ of the soil,
Figure PCTCN2022085055-appb-000010
N c =(N q -1) cot φ, N r =1.5(N q -1) tan φ.
假设弱化后海床承载力p 弱为原承载力p 原的k倍(即
Figure PCTCN2022085055-appb-000011
k≤1)，则需保证
Figure PCTCN2022085055-appb-000012
即可，其中，先计算
Figure PCTCN2022085055-appb-000013
因为
Figure PCTCN2022085055-appb-000014
仅含φ 弱一个未知数，通过计算即可获得弱化后的土体内摩擦角φ 弱；其次计算
Figure PCTCN2022085055-appb-000015
和
Figure PCTCN2022085055-appb-000016
由于φ 弱已知后，N c弱和N r 弱也已知，因此，可求出c 弱和W 弱。 Assume that the weakened seabed bearing capacity p is k times the original bearing capacity p (ie
Figure PCTCN2022085055-appb-000011
k≤1), it is necessary to ensure
Figure PCTCN2022085055-appb-000012
That is, among them, first calculate
Figure PCTCN2022085055-appb-000013
because
Figure PCTCN2022085055-appb-000014
Including only one unknown φ, the weakened internal friction angle φ of the soil can be obtained by calculation; secondly, calculate
Figure PCTCN2022085055-appb-000015
and
Figure PCTCN2022085055-appb-000016
Since φweak is known, Ncweak and Nrweak are also known, therefore , cweak and Wweak can be obtained.
然后结合步骤S2已建立的基于各海床地质条件参数、钢圆筒条件参数预测极限荷载大小P的函数关系式P～f(H，β 1，β 2，β 3，β 4，β 5……)，计算出与弱化后等效的海床地质条件参数对应的极限荷载大小(计算时，极限荷载的作用高度H按照步骤S3中对应的波浪循环荷载的水深Hw进行取值，也就是说在水面位置对钢圆筒形成荷载)，再计算出极限荷载衰减系数ε，ε≤1，所述ε等于弱化后等效的海床地质条件参数对应的极限荷载大小除以不受波浪循环荷载作用下海床土体的初始海床地质条件参数下对应的极限荷载大小；然后运用最小二乘法拟合出海床土体弱化范围A及弱化强度η与极限荷载衰减系数ε的关系，建立极限荷载衰减系数ε与海床土体弱化范围A及弱化强度η的相关函数关系ε～g(A，η)，例如，
Figure PCTCN2022085055-appb-000017
Then combined with the function relationship P～f(H, β 1 , β 2 , β 3 , β 4 , β 5 ... ...), calculate the ultimate load corresponding to the weakened equivalent seabed geological condition parameters (when calculating, the action height H of the ultimate load is taken according to the water depth Hw of the corresponding wave cycle load in step S3, that is to say Form a load on the steel cylinder at the water surface position), and then calculate the ultimate load attenuation coefficient ε, ε≤1, and the ε is equal to the weakened equivalent seabed geological condition parameter corresponding to the ultimate load divided by the wave cyclic load The limit load corresponding to the initial seabed geological condition parameters of the seabed soil under the action; then use the least square method to fit the weakening range A of the seabed soil and the relationship between the weakening strength η and the ultimate load attenuation coefficient ε, and establish the ultimate load attenuation Correlation function relationship between coefficient ε and seabed soil weakening range A and weakening intensity η ε～g(A, η), for example,
Figure PCTCN2022085055-appb-000017
步骤S5：根据步骤S4获得的极限荷载衰减系数ε与海床土体弱化范围A、弱化强度η的函数关系，以及步骤S3获得的海床土体弱化范围A、弱化强度η与水深Hw、 波浪波长L、波浪力F的函数关系，即可得到极限荷载衰减系数ε与水深Hw、波浪波长L、波浪力F的函数关系，再将极限荷载衰减系数ε乘以步骤S1所得的预测极限荷载大小P的函数，即可获得考虑了波浪循环荷载作用下钢圆筒失稳极限荷载的预测模型：P～ε×f(H，β 1，β 2，β 3，β 4，β 5……)。 Step S5: According to the functional relationship between the ultimate load attenuation coefficient ε obtained in step S4, the weakened range A of the seabed soil, and the weakened strength η, and the weakened range A of the seabed soil obtained in step S3, the weakened strength η and the water depth Hw, wave The functional relationship between the wavelength L and the wave force F can be used to obtain the functional relationship between the ultimate load attenuation coefficient ε and the water depth Hw, the wave wavelength L, and the wave force F, and then multiply the ultimate load attenuation coefficient ε by the predicted ultimate load obtained in step S1 The function of P can be used to obtain the prediction model of the ultimate load of the steel cylinder under the wave cyclic load: P～ε×f(H, β 1 , β 2 , β 3 , β 4 , β 5 ...) .
在实际工程设计中，采用上述深水薄壁钢圆筒稳定性预测方法，根据海床地质条件参数、钢圆筒条件参数及波浪循环荷载参数，即可预测算出钢圆筒所能承受的极限荷载P以及钢圆筒当前实际承受的荷载P T，并自动计算出安全系数K，K＝P/P T。若安全系数K小于1，结构不稳定时，则先试算不考虑循环荷载引起的衰减情况下(即ε＝1)，安全系数K是否能够满足要求。若满足要求，则进行地基加固处理方案设计，依据函数(A，η)～ζ(Hw，L，F)所给出的海床地基弱化范围，进行地基加固深度和范围的设计。若ε＝1情况下的试算时安全系数K仍不满足要求，则进行钢圆筒设计优化，直至安全系数K满足要求。 In actual engineering design, using the above-mentioned deep water thin-walled steel cylinder stability prediction method, according to the seabed geological condition parameters, steel cylinder condition parameters and wave cycle load parameters, the ultimate load P that the steel cylinder can bear and The current actual load P T of the steel cylinder, and the safety factor K is automatically calculated, K=P/P T . If the safety factor K is less than 1 and the structure is unstable, first try to calculate whether the safety factor K can meet the requirements without considering the attenuation caused by cyclic loads (ie ε=1). If the requirements are met, the design of the foundation reinforcement treatment plan is carried out, and the depth and range of foundation reinforcement are designed according to the weakening range of the seabed foundation given by the function (A, η) ~ ζ (Hw, L, F). If the safety factor K still does not meet the requirements in the trial calculation under the condition of ε=1, the design optimization of the steel cylinder is carried out until the safety factor K meets the requirements.
发明做了示例性的描述，应该说明的是，在不脱离本发明的核心的情况下，任何简单的变形、修改或者其他本领域技术人员能够不花费创造性劳动的等同替换均落入本发明的保护范围。The invention has been described as an example, and it should be noted that, without departing from the core of the present invention, any simple deformation, modification or other equivalent replacements that those skilled in the art can do without creative labor all fall within the scope of the present invention. protected range.

Claims (9)

  1. 一种深水薄壁钢圆筒稳定性预测方法，其特征在于，包括以下步骤：A method for predicting the stability of a deep-water thin-walled steel cylinder, characterized in that it comprises the following steps:
    步骤1：根据海床地质条件参数、钢圆筒条件参数利用有限元分析软件建立钢圆筒仿真分析模型；Step 1: Establish a steel cylinder simulation analysis model using finite element analysis software according to the seabed geological condition parameters and steel cylinder condition parameters;
    步骤2：利用仿真分析模型，分析不同海床地质条件参数、钢圆筒条件参数下对应的钢圆筒失稳时的极限荷载，建立海床地质条件参数、钢圆筒条件参数与极限荷载间的函数关系；Step 2: Using the simulation analysis model, analyze the ultimate load of the corresponding steel cylinder under different seabed geological condition parameters and steel cylinder condition parameters, and establish the relationship between the seabed geological condition parameters, steel cylinder condition parameters and ultimate load functional relationship;
    步骤3：采集不同波浪循环荷载作用下，钢圆筒周期性位移对海床土体产生的动态应力的大小及动态应力分布区域数据，然后采用静态三轴剪切试验和动态三轴剪切试验，得到同等动态应力大小及动态应力分布下海床土体弱化范围A及弱化强度η的试验数据，然后建立海床土体弱化范围A及弱化强度η与波浪循环荷载的函数关系；Step 3: Collect the dynamic stress magnitude and dynamic stress distribution area data on the seabed soil caused by the periodic displacement of the steel cylinder under different wave cyclic loads, and then use the static triaxial shear test and dynamic triaxial shear test , obtain the test data of seabed soil weakening range A and weakening strength η under the same dynamic stress size and dynamic stress distribution, and then establish the functional relationship between seabed soil weakening range A, weakening strength η and wave cycle load;
    步骤4：根据步骤3中得到的海床土体弱化范围A及弱化强度η试验数据，运用室内模型试验方法，计算出对应的弱化后海床土体的承载力，再计算出弱化后等效的海床地质条件参数；然后结合步骤2已建立的海床地质条件参数、钢圆筒条件参数与极限荷载间的函数关系，计算出与弱化后等效的海床地质条件参数对应的极限荷载大小，再计算出极限荷载衰减系数ε，然后建立极限荷载衰减系数ε与海床土体弱化范围A及弱化强度η的函数关系；Step 4: According to the weakened range A of the seabed soil obtained in step 3 and the test data of the weakened strength η, use the indoor model test method to calculate the corresponding bearing capacity of the weakened seabed soil, and then calculate the weakened equivalent Seabed geological condition parameters; then combined with the functional relationship between the seabed geological condition parameters established in step 2, the steel cylinder condition parameters and the ultimate load, calculate the ultimate load corresponding to the weakened equivalent seabed geological condition parameters , and then calculate the ultimate load attenuation coefficient ε, and then establish the functional relationship between the ultimate load attenuation coefficient ε and the weakened range A of the seabed soil and the weakened strength η;
    步骤5：将步骤2至步骤4所得函数相结合，获得结合了波浪循环荷载作用下钢圆筒失稳极限荷载的预测模型。Step 5: Combine the functions obtained in steps 2 to 4 to obtain a prediction model that combines the ultimate load of the steel cylinder instability under the wave cyclic load.
  2. 根据权利要求1所述的深水薄壁钢圆筒稳定性预测方法，其特征在于：海床地质条件参数包括：土体重度、土体粘聚力和土体内摩擦角。The method for predicting the stability of a thin-walled steel cylinder in deep water according to claim 1, wherein the geological condition parameters of the seabed include: soil weight, soil cohesion and internal friction angle of the soil.
  3. 根据权利要求1所述的深水薄壁钢圆筒稳定性预测方法，其特征在于：钢圆筒条件参数具体包括：钢圆筒外径、钢圆筒壁厚、钢圆筒高度、钢圆筒埋设深度和钢圆筒内部填料类型。The method for predicting the stability of a thin-walled steel cylinder in deep water according to claim 1, wherein the condition parameters of the steel cylinder specifically include: the outer diameter of the steel cylinder, the wall thickness of the steel cylinder, the height of the steel cylinder, and the embedding depth of the steel cylinder and steel cylinder internal packing type.
  4. 根据权利要求1所述的深水薄壁钢圆筒稳定性预测方法，其特征在于：波浪循环荷载包括以下参数：水深、波浪波长、不同波浪力。The method for predicting the stability of a thin-walled steel cylinder in deep water according to claim 1, wherein the wave cycle load includes the following parameters: water depth, wave wavelength, and different wave forces.
  5. 根据权利要求1所述的深水薄壁钢圆筒稳定性预测方法，其特征在于，步骤2包括以下步骤：The method for predicting the stability of a thin-walled steel cylinder in deep water according to claim 1, wherein step 2 comprises the following steps:
    S2.1：在仿真分析模型中改变海床地质条件参数、钢圆筒条件参数中的单个参数 x 1的数值，然后计算给定荷载作用高度H下对应的极限荷载大小P的变化，并进行数据相关性分析，获得在给定荷载作用高度下对应的代表该单个参数x 1影响程度的无量纲化影响系数β 1； S2.1: In the simulation analysis model, change the value of the single parameter x 1 in the seabed geological condition parameters and steel cylinder condition parameters, and then calculate the change of the corresponding limit load size P under the given load action height H, and carry out Data correlation analysis to obtain the dimensionless influence coefficient β 1 corresponding to the degree of influence of the single parameter x 1 under a given load action height;
    S2.2：重复步骤S2.1，获得给定荷载作用高度H下代表海床地质条件参数、钢圆筒条件参数中剩余参数(x 2，x 3，x 4，x 5……)影响程度的无量纲化影响系数(β 2，β 3，β 4，β 5……)； S2.2: Repeat step S2.1 to obtain the degree of influence of the remaining parameters (x 2 , x 3 , x 4 , x 5 . The dimensionless influence coefficient of (β 2 , β 3 , β 4 , β 5 ...);
    S2.3：根据步骤S2.1和S2.2的结果，建立基于各个参数(x 1，x 2，x 3，x 4，x 5……)预测极限荷载大小P的函数关系式：P～f(H，β 1，β 2，β 3，β 4，β 5……)。 S2.3: According to the results of steps S2.1 and S2.2, establish a functional relationship based on each parameter (x 1 , x 2 , x 3 , x 4 , x 5 ...) to predict the magnitude of the ultimate load P: P～ f(H, β 1 , β 2 , β 3 , β 4 , β 5 . . . ).
  6. 根据权利要求1所述的深水薄壁钢圆筒稳定性预测方法，其特征在于：步骤3中，依据钢圆筒周期性位移对海床土体产生的动态应力的大小及动态应力分布区域数据，对工程区域地基土体进行原位取土，将原状土样运至实验室后分别进行静态三轴剪切和动态三轴剪切试验，通过静态三轴剪切试验，获得土样的静态抗剪强度，通过动态三轴剪切试验，获得土样的动态抗剪强度，将动态抗剪强度与静抗剪强度相除，得取土点位土样的弱化强度η。The method for predicting the stability of a thin-walled steel cylinder in deep water according to claim 1, wherein in step 3, according to the size and dynamic stress distribution area data of the dynamic stress generated by the periodic displacement of the steel cylinder to the seabed soil, the The foundation soil in the project area was collected in situ, and the undisturbed soil samples were transported to the laboratory for static triaxial shear and dynamic triaxial shear tests respectively. Through the static triaxial shear test, the static shear resistance of the soil samples was obtained. Strength, through the dynamic triaxial shear test, the dynamic shear strength of the soil sample is obtained, and the dynamic shear strength is divided by the static shear strength to obtain the weakening strength η of the soil sample at the point where the soil is taken.
  7. 根据权利要求6所述的深水薄壁钢圆筒稳定性预测方法，其特征在于：步骤3中，原位取土采用薄壁取土器，每个取土点位至少取两个邻近原状土样，一个原状土样用于土体静态三轴剪切试验，另一个原状土样用于土体动态三轴剪切试验。The method for predicting the stability of a thin-walled steel cylinder in deep water according to claim 6, wherein in step 3, a thin-wall soil extractor is used for in-situ soil extraction, and at least two adjacent undisturbed soil samples are taken from each soil extraction point, one The undisturbed soil sample was used for the static triaxial shear test of the soil, and the other undisturbed soil sample was used for the dynamic triaxial shear test of the soil.
  8. 根据权利要求1所述的深水薄壁钢圆筒稳定性预测方法，其特征在于：步骤4中，ε等于弱化后等效的海床地质条件参数对应的极限荷载大小除以不受波浪循环荷载作用下海床土体的初始海床地质条件参数下对应的极限荷载大小。The method for predicting the stability of a thin-walled steel cylinder in deep water according to claim 1, wherein in step 4, ε is equal to the limit load corresponding to the equivalent seabed geological condition parameter after weakening divided by the seabed without wave cyclic load The limit load corresponding to the initial seabed geological condition parameters of the bed soil.
  9. 根据权利要求1所述的深水薄壁钢圆筒稳定性预测方法，其特征在于：步骤4中，计算出的弱化后等效的海床地质条件参数包括：弱化后土体重度W 弱、弱化后土体粘聚力c 弱和弱化后土体内摩擦角φ 弱，计算方法如下： The method for predicting the stability of a thin-walled steel cylinder in deep water according to claim 1, wherein in step 4, the calculated weakened equivalent seabed geological condition parameters include: weakened soil weight W weak , weakened soil weight The body cohesion c is weak and the internal friction angle φ of the weakened soil is weak . The calculation method is as follows:
    根据汉森地基承载力计算公式：According to Hansen foundation bearing capacity calculation formula:
    p＝c×N c×S c×d c×i c+q×N q×S q×i q+0.5×W×D×N r×S r×i r，其中S c、S q、S r为结构物基础的形状修正系数，d c为结构物基础埋深修正系数，i c、i q、i r为结构物荷载倾斜修正系数，q为钢圆筒结构总重量，D为钢圆筒直径，这9个参数在海床土体弱化前后无变化，因此海床土体弱化前后承载力的比值
    Figure PCTCN2022085055-appb-100001
    p 原为弱化前海床土体承载力，p 弱为弱 化后海床土体承载力，G1代表S c×d c×i c，G2代表q×S q×i q，G3代表0.5×D×S r×i r，G1、G2、G3在海床土体弱化前后不变；     p=c×N c ×S c ×d c ×i c +q×N q ×S q ×i q +0.5×W×D×N r ×S r ×i r , where S c , S q , S r is the shape correction coefficient of the structure foundation, d c is the correction coefficient of the buried depth of the structure foundation, i c , i q , i r are the correction coefficients of the load inclination of the structure, q is the total weight of the steel cylinder structure, and D is the steel circle cylinder diameter, these nine parameters do not change before and after seabed soil weakening, so the ratio of the bearing capacity before and after seabed soil weakening
    Figure PCTCN2022085055-appb-100001
    p is originally the bearing capacity of the seabed soil before weakening, pweak is the bearing capacity of the seabed soil after weakening, G1 represents S c ×d c × ic , G2 represents q×S q ×i q , G3 represents 0.5×D× S r ×i r , G1, G2, G3 remain unchanged before and after seabed soil weakening;
    N c、N q、N r为与土体内摩擦角φ相关的修正系数，
    Figure PCTCN2022085055-appb-100002
    N c＝(N q-1)cotφ，N r＝1.5(N q-1)tanφ；     N c , N q , N r are the correction coefficients related to the internal friction angle φ of the soil,
    Figure PCTCN2022085055-appb-100002
    N c = (N q -1) cot φ, N r = 1.5(N q -1) tan φ;
    假设弱化后海床承载力p 弱为原承载力p 原的k倍，则需保证
    Figure PCTCN2022085055-appb-100003
    其中，先计算
    Figure PCTCN2022085055-appb-100004
    因为
    Figure PCTCN2022085055-appb-100005
    中仅含φ 弱一个未知数，通过计算获得弱化后的土体内摩擦角φ 弱；其次计算
    Figure PCTCN2022085055-appb-100006
    和
    Figure PCTCN2022085055-appb-100007
    由于φ 弱已知后，N c弱和N r弱也已知，因此，求出c 弱和W 弱。     Assuming that the weakened seabed bearing capacity p is k times the original bearing capacity p, it is necessary to ensure
    Figure PCTCN2022085055-appb-100003
    Among them, first calculate
    Figure PCTCN2022085055-appb-100004
    because
    Figure PCTCN2022085055-appb-100005
    contains only one unknown φweakness , and the weakened soil internal friction angle φweakness is obtained by calculation; secondly, calculate
    Figure PCTCN2022085055-appb-100006
    and
    Figure PCTCN2022085055-appb-100007
    Since φweak is known, Ncweak and Nrweak are also known, therefore, cweak and Wweak are obtained.
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