CN115048819A - Method and device for predicting pile foundation pull-down force and electronic equipment - Google Patents
Method and device for predicting pile foundation pull-down force and electronic equipment Download PDFInfo
- Publication number
- CN115048819A CN115048819A CN202210972088.8A CN202210972088A CN115048819A CN 115048819 A CN115048819 A CN 115048819A CN 202210972088 A CN202210972088 A CN 202210972088A CN 115048819 A CN115048819 A CN 115048819A
- Authority
- CN
- China
- Prior art keywords
- soil
- soil body
- node
- pile
- settlement
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- Geometry (AREA)
- General Engineering & Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Foundations (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
Abstract
The invention discloses a method and a device for predicting the pulling force of a pile foundation and electronic equipment, wherein the method comprises the following steps: dividing soil around a pile foundation into a plurality of micro units along the vertical direction, and determining the settlement depth of the soil by utilizing the vertical additional stress borne by each soil node; obtaining a soil sample of the soil body settlement depth, and fitting and generating a creep model of partial micro units about confining pressure, vertical stress and time change based on a triaxial creep experiment result of the soil sample; carrying out bilinear interpolation of confining pressure and vertical stress on the creep models of part of the microcells to obtain creep models of all the microcells; and calculating the soil body settlement of each soil body node at the target moment based on the creep model of each micro unit, and performing load transfer operation by using the soil body settlement of each soil body node at the target moment so as to determine the pull-down force of the pile foundation. According to the technical scheme provided by the invention, the accurate prediction of the pulling force under the pile foundation is realized from the perspective of the creep of the soil body around the pile.
Description
Technical Field
The invention relates to the field of geotechnical engineering, in particular to a method and a device for predicting the pile foundation pull-down force and electronic equipment.
Background
As shown in fig. 1, the main function of the pile foundation is to transfer the load of the superstructure to the deep soil layer with higher hardness and strength, so that the pile foundation can pass through the deep soft clay stratum with smaller cross section and lower cost and the pile end can be supported on the hard soil layer. The pile foundation transmits the load brought by the superstructure through the soil layer, and the frictional resistance of the soil body around the pile and the end resistance of the soil body at the pile end jointly form the vertical compression bearing capacity of the pile foundation. Under the general condition, the piles and the soil body can generate certain settlement under the load action of the upper structure, and when the settlement of the soil body is smaller than that of the piles, the soil body can generate upward frictional resistance on the piles, and the upward frictional resistance is called as positive frictional resistance; when the settlement of the soil body is larger than that of the pile, the soil body can generate downward frictional resistance to the pile, and the downward frictional resistance is called negative frictional resistance. In order to stabilize the pile foundation, the pile load around the pile foundation is increased by methods of large-area riprap protection, newly-added dredger fill on the ground and the like, under the action of the pile load, downward shear stress, namely negative frictional resistance, is formed on a pile soil contact interface within a certain depth range below a mud surface under the condition of riprap protection or newly-added dredger fill on the ground surface, the existence of the negative frictional resistance can enable a pile body to generate additional pull-down load, the pull-down load is gradually increased along the depth to reach a point at which the relative displacement of the pile soil at a certain depth is zero, the pull-down load of the pile body reaches a peak value which is called as a neutral point, the range from the neutral point to a pile end is smaller than the upward positive frictional resistance provided by the deformed soil body of the pile body due to the settlement of the soil body around the pile, and the pull-down load is gradually reduced along the depth, therefore, the negative frictional resistance cannot form a part of the vertical bearing capacity of the pile, but enables the pile to generate additional pull-down force to seriously affect the bearing capacity and the service life, aggravate the insecurity of the project.
The soft clay is short for soft weak-viscosity soil, comprises silt, silt clay, silt loam and the like, is mostly marine phase, river phase and lake phase sediments, when new stacking action is formed on the ground surface, the settlement of the soft soil needs to undergo a long-time creep process, and the deformation and strength characteristics of the soil body are related to time besides stress, and are called as the creep characteristics of the soil.
The method for calculating the pulling force of the pile foundation in the prior art mainly focuses on the post-construction settlement of the pile foundation, mainly considers the consolidation settlement of the soil body around the pile under the pile loading effect and the stress deformation of the pile foundation caused by the creep deformation of the soil at the pile end under the pile top loading effect, and rarely considers the method for calculating the pulling force of the pile foundation caused by the creep settlement of the soil body around the pile under the pile loading effect. In addition, the prior art calculates the creep response of the pile foundation, mainly depends on finite element model analysis, has low calculation efficiency, complex modeling process and extremely high requirement on analysis personnel, model parameters of various soft soil element creep models and empirical creep models are obtained by performing mathematical fitting based on an indoor triaxial creep test of a specific soil body position within a limited time, most of the fitting results of the existing models are well matched with measured data within the test time, but the creep deformation of the soil body at any position except the test time is difficult to predict under the stacking loading effect, and the creep strain of the soil body is a result which can be determined only after the soil body at each position around the pile ages year, so that the soil body settlement prediction is inaccurate. If the influence of the creep of the soil body around the pile is neglected in actual engineering design and construction, after the infrastructure is put into operation, the problems of large post-construction settlement and even instability damage and the like often occur, and great potential safety hazards are caused.
Disclosure of Invention
In view of this, the embodiment of the invention provides a method and a device for predicting the pile foundation pulling-down force, and an electronic device, so that the accurate prediction of the pile foundation pulling-down force is realized from the perspective of the creep of the soil body around the pile.
According to a first aspect, an embodiment of the present invention provides a method for predicting a pile foundation pulling force, where the method includes: dividing a soil body around a pile foundation into a plurality of micro units along the vertical direction, and determining the settlement depth of the soil body by utilizing the vertical additional stress borne by each soil body node, wherein the soil body node is an end point of the micro unit, and the vertical additional stress borne by each soil body node is determined by the pile loading stress on the pile foundation site; obtaining a soil sample of the soil body settlement depth, and fitting and generating a creep model of part of micro units about confining pressure, vertical stress and time change based on a triaxial creep experiment result of the soil sample; carrying out bilinear interpolation of confining pressure and vertical stress on the creep models of the partial microcells to obtain creep models of all the microcells; calculating the soil settlement of each soil node at the target moment based on the creep model of each micro unit, and performing load transfer operation by using the soil settlement of each soil node at the target moment to obtain the frictional resistance of each soil node on the pile foundation; and determining the pulling-down force of the pile foundation based on the frictional resistance generated by each soil body node to the pile foundation.
Optionally, the determining the soil settlement depth by using the vertical additional stress borne by each soil body node includes: calculating the initial vertical self-weight stress of each soil body node; determining soil body nodes at the deepest position of soil body settlement according to the magnitude relation between the vertical additional stress of each soil body node and the initial vertical self-weight stress; and determining the soil body settlement depth according to the depth of the soil body node at the deepest soil body settlement position.
Optionally, the bilinear interpolation of the confining pressure and the vertical stress on the creep model of the partial microcells to obtain the creep model of all the microcells includes: calculating confining pressure of each soil body node before and after stacking by using the vertical additional stress and the initial vertical self-weight stress of each soil body node; calculating the damage offset stress of each soil body node before and after the stacking based on the confining pressure of each soil body node before and after the stacking; determining the vertical stress corresponding to each soil body node by using the damage partial stress and the partial stress grade of each soil body node before and after the stacking; carrying out bilinear interpolation between creep models of the partial micro units by utilizing confining pressure and vertical stress before stacking of each soil body node to obtain a first creep model for predicting creep before stacking of each micro unit; and carrying out bilinear interpolation between creep models of the partial micro units by using the confining pressure and the vertical stress of each soil body node after stacking to obtain a second creep model of each micro unit for predicting creep after stacking.
Optionally, the calculating the soil settlement of each soil node at the target time based on the creep model of each micro-unit includes: calculating the initial self-weight stress settlement of each soil body node at a target moment by using the first creep model of each micro unit; calculating the settlement of each soil body node under the stacking load at the target moment by using the second creep model of each micro unit; and determining the soil body settlement of each soil body node at the target moment based on the difference value of the initial self-weight stress settlement and the stacking load settlement of each soil body node.
Optionally, the load transfer operation is performed by using soil body settlement of each node at a target moment to obtain frictional resistance of each node of the soil body to the pile foundation, and the method includes: acquiring preset pile top settlement, and vertically dividing a pile foundation into a plurality of micro units which are the same as a soil body; based on the preset pile top settlement and the soil settlement of the soil mass nodes corresponding to the pile top, calculating the frictional resistance brought by the corresponding soil mass nodes of the pile nodes corresponding to the pile top of the pile foundation, wherein the pile nodes are end points of the corresponding micro units of the pile foundation; calculating the axial force of the pile node of the pile top based on the frictional resistance of the pile node of the pile top; calculating the settlement of the next pile node of the pile foundation by using the axial force of the pile node of the pile top; and performing iterative operation based on the soil settlement of the next soil node and the settlement of the next pile node until the frictional resistance brought by each soil node from the pile top to each pile node at the pile end is obtained.
Optionally, the method further comprises: substituting the pile end axial force obtained by iterative operation and the soil body settlement of the soil body node corresponding to the pile end into a preset boundary condition to obtain the pile end settlement output by the preset boundary condition; and adjusting the preset pile top settlement based on the error between the pile end settlement output by the preset boundary condition and the pile end settlement obtained by iterative operation.
Optionally, the vertically dividing the soil around the pile foundation into a plurality of micro-units includes: dividing a soil body into a plurality of layers along the vertical direction according to the number of layering soil layers; and vertically dividing each layer of soil into a plurality of micro units with the length difference within a preset threshold value.
According to a second aspect, an embodiment of the present invention provides a device for predicting a pile foundation pull-down force, the device including: the settlement depth estimation module is used for vertically dividing soil around a pile foundation into a plurality of micro units, and determining the settlement depth of the soil by utilizing vertical additional stress borne by each soil node, wherein the soil node is an end point of the micro unit, and the vertical additional stress borne by each soil node is determined by the pile loading stress on the pile foundation site; the experiment module is used for obtaining a soil sample of the soil body settlement depth and fitting and generating a creep model of part of micro units about confining pressure, vertical stress and time change based on a triaxial creep experiment result of the soil sample; the model creating module is used for carrying out bilinear interpolation of confining pressure and vertical stress on the creep models of the partial microcells to obtain creep models of all the microcells; the frictional resistance calculation module is used for calculating soil settlement of each soil node at a target moment based on the creep model of each micro unit, and performing load transfer operation by using the soil settlement of each soil node at the target moment to obtain the frictional resistance of each soil node on a pile foundation; and the pull-down force calculation module is used for determining the pull-down force of the pile foundation based on the frictional resistance generated by each soil body node on the pile foundation.
According to a third aspect, an embodiment of the present invention provides an electronic device, including: a memory and a processor, the memory and the processor being communicatively coupled to each other, the memory having stored therein computer instructions, and the processor performing the method of the first aspect, or any one of the optional embodiments of the first aspect, by executing the computer instructions.
According to a fourth aspect, an embodiment of the present invention provides a computer-readable storage medium, which stores computer instructions for causing a computer to thereby perform the method of the first aspect, or any one of the optional implementation manners of the first aspect.
The technical scheme provided by the application has the following advantages:
according to the technical scheme, the soil around the pile foundation is vertically divided into a plurality of micro units, and the soil settlement depth is accurately calculated according to the vertical additional stress borne by each soil node. Therefore, a soil sample with a corresponding depth is adopted from the site to carry out a triaxial creep test, so that the accuracy of the test is improved. And then, selecting partial soil bodies of the micro units according to the divided micro units to carry out a triaxial creep test, carrying out bilinear interpolation on the creep model obtained by the test according to the confining pressure and the vertical stress of each soil body node to obtain creep models of all the micro units, thereby accurately calculating the creep strain of the soil body around the pile foundation at any position and at any moment according to each obtained creep model, and then calculating the soil body settlement of each soil body node at a target moment according to the creep strain calculated by each soil body node. The method can calculate the soil body settlement caused by creep deformation of the soil body around the pile under the loading effect, and improve the accuracy of the settlement value of the soil body around the pile. And finally, carrying out load transfer operation according to the soil settlement of each soil body node at the target moment to obtain the frictional resistance of each soil body node on the pile foundation, and summing the frictional resistance of each soil body node to obtain the lower pulling force of the pile foundation, so that the accuracy of predicting the lower pulling force of the pile foundation is improved.
Drawings
The features and advantages of the present invention will be more clearly understood by reference to the accompanying drawings, which are illustrative and not to be construed as limiting the invention in any way, and in which:
fig. 1 shows a schematic view of a pile foundation structure;
fig. 2 is a schematic diagram illustrating the steps of a method for predicting the pile foundation pull-down force according to an embodiment of the present invention;
FIG. 3 is a diagram illustrating an algorithm for bilinear interpolation in accordance with an embodiment of the present invention;
fig. 4 shows a flow diagram of a method for predicting the pile foundation pull-down force according to an embodiment of the present invention;
FIG. 5 is a graph illustrating long term prediction of surface subsidence under a loading condition in accordance with an embodiment of the present invention;
FIG. 6 shows a drawing of a pull-down force curve of an offshore wind power steel pipe pile in a 25-year service period according to an embodiment of the invention;
FIG. 7 shows a graph of negative friction versus depth over a 25 year service life of a pile foundation in accordance with an embodiment of the present invention;
fig. 8 is a schematic structural view illustrating a device for predicting a pile foundation pulling-down force according to an embodiment of the present invention;
fig. 9 shows a schematic structural diagram of an electronic device in an embodiment of the invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings of the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be obtained by a person skilled in the art without inventive step based on the embodiments of the present invention, are within the scope of the present invention.
Referring to fig. 2, in one embodiment, a method for predicting a pile foundation pulling force includes the following steps:
step S101: dividing soil around a pile foundation into a plurality of micro units along the vertical direction, and determining the settlement depth of the soil by using vertical additional stress borne by each soil node, wherein the soil node is an end point of the micro unit, and the vertical additional stress borne by each soil node is determined by the pile loading stress on the pile foundation site;
step S102: obtaining a soil sample of the soil body settlement depth, and fitting and generating a creep model of partial micro units about confining pressure, vertical stress and time change based on a triaxial creep experiment result of the soil sample;
step S103: carrying out bilinear interpolation of confining pressure and vertical stress on the creep models of part of the microcells to obtain creep models of all the microcells;
step S104: calculating the soil body settlement of each soil body node at the target moment based on the creep model of each micro unit, and carrying out load transfer operation by utilizing the soil body settlement of each soil body node at the target moment to obtain the frictional resistance of each soil body node on the pile foundation;
step S105: and determining the pulling force of the pile foundation based on the frictional resistance generated by each soil body node to the pile foundation.
Specifically, in order to calculate an accurate settlement value of the soil around the pile based on the creep strain of the soil around the pile under the stacking load, the accurate creep strain of the soil around the pile under the stacking load needs to be calculated, and the creep strain accuracy obtained by performing a triaxial creep experiment of a certain position of the soil within a limited time according to the prior art is low. The premise of calculating the accurate creep strain of the soil body around the pile under the action of the pile load is to create a mathematical creep model capable of accurately calculating the creep strain at any position and any time.
Based on this, the embodiment of the invention firstly obtains the magnitude of the stacking stress according to the stacking data of the pile peripheryqThen, a stacking calculation vertical axis is determined. As shown in fig. 1, the pile base radius R 2 Radius of stacking range of R 1 Calculating the vertical axis calculating point position by stackingrSelected at pile radius R 2 And (4) calculating the additional stress of the soil body according to the annular stacking area along the depth path. Then, the soil body around the pile foundation is vertically divided into a plurality of micro units, and the soil body is divided into a plurality of layers according to the number of layers of stratified soil by considering that the soil body is stratified soil and the physical and mechanical characteristics of each layer of soil are differentAnd then dividing each layer of soil into a plurality of micro units according to 0.5-1.0 m, wherein two ends of each micro unit are respectively provided with a soil body node, and if the thickness of the layer of soil is less than 0.5m, the layer of soil is divided into 3 units by default, so that the accuracy of the subsequent test and calculation process is improved. Then the obtained magnitude of the stacking stress is utilizedqDetermining the vertical additional stress borne by each soil body node, wherein the specific calculation process is as follows:
according to
Calculating the vertical additional stress of each node of the soil body at the position of R = R2
Wherein
Under the action of uniformly distributed load on the finger-shaped stacking area
And
the stress coefficient of the parametric calculation is,
under the action of uniformly distributed load on the finger-shaped stacking area
And
the stress coefficient of the parametric calculation is,zto calculate the depth of the soil at the point.
Then, the depth of soil body settlement is accurately calculated by utilizing the vertical additional stress borne by each soil body node, so that a triaxial creep test can be conveniently carried out from a field soil sampling according to the calculated soil body settlement depth, and the accuracy of the test is improved. Then, according to the divided micro-units, selecting several micro-units at certain intervalsAnd (3) carrying out a triaxial creep test on the soil sample to obtain a soil body creep strain characteristic curve. Performing least square method data fitting on creep test results to obtain a three-parameter creep model of each microcell at different confining pressures and different partial stress levels
In the formula, the key parameters a, b and c are curve fitting parameters;t 0 is a reference time;
the bias stress during soil body test. The creep deformation database of the partial micro units is built based on a three-parameter creep model, the database comprises soil body strain data under multiple groups of confining pressure and vertical stress of the partial micro units, and the strain of the soil body at any time within the test time and outside the test time can be predicted. Then, as shown in fig. 3, bilinear interpolation of the confining pressure and vertical stress is performed on the creep model of the partial microcell (the interpolation point can refer to Q) 11 、Q 12 、Q 21 、Q 22 ) And obtaining creep models of all the microcells so as to realize creep strain calculation aiming at any position and any time of the soil body. And finally, calculating the soil body settlement of each soil body node at the target moment based on the creep model of each micro-unit, carrying out load transfer operation by utilizing the soil body settlement of each soil body node at the target moment, obtaining the long-term response of the pile body under the stacking effect through the load transfer model calculation, obtaining the frictional resistance (usually negative frictional resistance and possibly positive frictional resistance) generated by each soil body node on the pile foundation, and then summing the frictional resistance generated by each soil body node on the pile foundation to accurately predict the pulling force under the pile foundation.
Specifically, in an embodiment, the step S101 specifically includes the following steps:
the method comprises the following steps: and calculating the initial vertical self-weight stress of each soil body node.
Step two: and determining the soil body node at the deepest position of soil body settlement according to the magnitude relation between the vertical additional stress and the initial vertical self-weight stress of each soil body node.
Step three: and determining the soil body settlement depth according to the depth of the soil body node at the deepest soil body settlement position.
Specifically, according to
Calculating the initial vertical dead weight stress of each soil body node
(i.e., the self-weight stress of the soil body itself regardless of the loading effect) in the formula
Is the saturation gravity of the soil body,
is the severity of the water;
to calculate the depth of the soil at the point. And then, judging the magnitude relation between the vertical additional stress and the initial vertical self-weight stress of each soil body node, thereby determining the soil body settlement depth. Specifically, the settlement calculation depth is taken at the position where the additional stress of the soil body is less than or equal to 10-20% of the self-weight stress, namely the settlement calculation depth meets the requirement
The position of the soil body node is the position of the soil body settlement depth.
Specifically, in an embodiment, the step S103 specifically includes the following steps:
step four: and calculating the confining pressure of each soil body node before and after the stacking by using the vertical additional stress and the initial vertical self-weight stress of each soil body node.
Step five: and calculating the damage offset stress of each soil body node before and after the stacking based on the confining pressure of each soil body node before and after the stacking.
Step six: and determining the vertical stress corresponding to each soil body node by using the damage partial stress and the partial stress grade of each soil body node before and after the stacking.
Step seven: and carrying out bilinear interpolation between creep models of partial micro units by using the confining pressure and the vertical stress of each soil body node before stacking to obtain a first creep model for predicting creep before stacking of each micro unit.
Step eight: and carrying out bilinear interpolation between creep models of partial micro units by using the confining pressure and the vertical stress of each soil body node after stacking to obtain a second creep model of each micro unit for predicting creep after stacking.
Calculating the confining pressure of each unit node of the soil body around the pile before and after the pile is loaded according to a formula
Is calculated, wherein
Is the coefficient of static soil pressure. And establishing confining pressure and failure bias stress according to the triaxial test result of the sample
Relationships between
And calculating the corresponding damage offset stress of the corresponding confining pressure of each soil body unit node before and after the stacking. And then carrying out confining pressure interpolation based on the established creep strain database, and calculating creep strains of soil body nodes under actual confining pressure before and after stacking. And then based on the two groups of the calculated damage partial stresses, performing partial stress grade query to interpret the corresponding soil body vertical stress. And finally, performing vertical stress linear interpolation through the actual vertical stresses of the soil body unit nodes before and after the stacking, and obtaining two groups of soil body node creep strains based on the actual soil body confining pressure and the vertical stress bidirectional linear interpolation before and after the stacking through the previous calculation. Namely a first creep model for predicting pre-stack creep for each microcell and a second creep model for predicting post-stack creep for each microcell. By passingThe steps of this embodiment not only obtain the creep model that can calculate any position at any time, but also obtain the creep model in two situations before and after the heaping, and lay the foundation for the subsequent soil settlement calculation process to remove the influence of the dead weight stress.
Specifically, in an embodiment, the step S104 specifically includes the following steps:
step nine: and calculating the initial self-weight stress settlement of each soil body node at the target moment by using the first creep model of each micro unit.
Step ten: and calculating the settlement of each soil body node under the stacking load at the target moment by using the second creep model of each micro unit.
Step eleven: and determining the soil body settlement of each soil body node at the target moment based on the difference value of the initial self-weight stress settlement and the stacking load settlement of each soil body node.
Specifically, according to
And respectively calculating the creep settlement of the soil body around the pile under the initial vertical self-weight stress of the soil body at the target moment and considering the pile load creep settlement of the soil body after the pile load applies additional vertical stress. When the creep settlement of the soil body around the pile under the initial self-weight stress of the soil body is calculated,
according to the calculation of the first creep model, when the creep settlement under the loading is calculated,
calculated according to the second creep model. Then, the difference operation is carried out on the two calculation results of the above formula, and the difference value of the two calculation results
Namely the vertical creep settlement of the soil body with the influence of the initial vertical dead weight stress of the soil body deducted, wherein,
the method is characterized in that the soil mass around a pile is subjected to creep settlement under the initial self-weight stress of the soil mass;
after the soil body is stacked, the creep settlement under the soil body stacking which applies vertical additional stress to the stacking is considered;
settling each layered soil body;
the creep strain corresponding to each layer of soil;
the thickness was calculated for each layer of soil. In the embodiment, the initial stress state of the soil body is considered, the creep settlement of the soil body in the initial stress state subtracted from the creep settlement of the soil body in the total stress state after stacking is taken as the actual settlement of the soil body under the additional stress of stacking, and the influence of the initial stress state of the soil body on creep deformation during calculation is fully considered and deducted, so that the accuracy of the soil body settlement of each soil body node at the target moment is improved.
Specifically, in an embodiment, the step S104 specifically includes the following steps:
step twelve: and acquiring preset pile top settlement, and vertically dividing the pile foundation into a plurality of micro units which are the same as the soil body.
Step thirteen: and calculating the frictional resistance of the pile node corresponding to the pile top of the pile foundation caused by the corresponding soil body node based on the preset pile top settlement and the soil body settlement of the soil body node corresponding to the pile top, wherein the pile node is the end point of the corresponding micro unit of the pile foundation.
Fourteen steps: and calculating the axial force of the pile node of the pile top based on the frictional resistance of the pile node of the pile top.
A fifteenth step: and calculating the settlement of the next pile node of the pile foundation by using the axial force of the pile node of the pile top.
Sixthly, the steps are as follows: and performing iterative operation based on the soil settlement of the next soil node and the settlement of the next pile node until the frictional resistance brought by each soil node from the pile top to each pile node at the pile end is obtained.
Specifically, after the soil settlement caused by creep deformation of each soil node is accurately obtained through the above steps, the present embodiment calculates the frictional resistance caused by the settlement of each soil node based on the load transfer algorithm. Firstly, the pile foundation embedded in the soil body is equally divided into the same k sections according to the soil layer layering condition of the layered soil, each section of the pile foundation is further divided into m micro units which are the same as the surrounding soil layers, and meanwhile, the pile top applies the vertical load transmitted by the upper structure. It should be noted that when the pile-soil micro-unit is divided, the pile-soil load transmission calculation can be performed only by following the condition that the lengths of the corresponding pile unit grids of the same soil layer are equal, and the positions of the nodes of the pile-soil units are equal, and the principle that the lengths of the different soil layer unit grids in the stratified soil are close to each other needs to be followed so as to ensure better convergence of numerical solution. Then, assume a minute amount as an initial value of the first toe deformation
(i.e. preset pile top settlement), node numberingi=And 0, calculating the frictional resistance of the pile node corresponding to the pile top of the pile foundation caused by the corresponding soil body node based on the preset pile top settlement and the soil body settlement of the soil body node corresponding to the pile top. Calculating the axial force of the pile node of the pile top based on the frictional resistance of the pile node of the pile top; and then calculating the settlement of the next pile node of the pile foundation by using the axial force of the pile node of the pile top. And iterating until the axial force, settlement and frictional resistance of all pile nodes of the pile foundation are calculated.
Taking the first pile section as an example, the frictional resistance of each pile node
The calculation formula is as follows:
in the formula
，
Is the first pile sectioniPile side frictional resistance obtained by the node in the first iteration;
is the first pile sectioniThe pile body of the node is deformed in the 1 st iteration;
is the first pile sectioniSettling soil bodies adjacent to the nodes;
is the first pile sectioniNode pile lateral shear stiffness;
is the first pile sectioniNode ultimate shear strength.
Taking the first pile segment as an example, the formula for calculating the axial force of the corresponding pile node based on the frictional resistance of the pile node is as follows:
in the formula
Is a first section of pileiA nodal axial force;
is the radius of the pile or piles,
each microcell length for the first section of stakes.
The calculation formula of the settlement of each pile node at the first pile end is as follows:
in the formula
The modulus of elasticity of the pile foundation;
is the pile interface area; and (3) sequentially calculating the axial force, the settlement and the frictional resistance of the pile body from the 2 nd node to the m th node of the first pile section from the pile top downwards according to the method. Then according to the above steps to calculate the 2E to EkThe axial force of the pile body, the settlement of the pile body and the frictional resistance of each pile node of the pile section. The settlement and axial force of the 0 th node of different pile sections are equal to the final m-th node of the previous pile section until the iterative axial force of the pile end is obtained
And pile end settlement
. And finally, summing and calculating by using the frictional resistance of each pile node to determine the pulling-down force of the pile foundation. Through the steps of the embodiment, accurate soil settlement obtained by each soil node based on the creep model is applied to the load transfer algorithm, so that the precision of various parameters in the iterative process of the load transfer algorithm is higher, the calculation accuracy of the frictional resistance of each pile node of the pile foundation is improved, and the accuracy of predicting the pulling force borne by the pile foundation is improved.
Specifically, in an embodiment, based on the above-mentioned step twelve to step sixteen, the method for predicting the pile foundation pulling force provided by the embodiment of the present invention further includes the following steps:
seventeen steps: and substituting the pile end axial force obtained by iterative operation and the soil body settlement of the soil body node corresponding to the pile end into the preset boundary condition to obtain the pile end settlement output by the preset boundary condition.
Eighteen steps: and adjusting the preset pile top settlement based on the error between the pile end settlement output by the preset boundary condition and the pile end settlement obtained by iterative operation.
Specifically, in this embodiment, a new pile tip settlement is calculated based on the pile tip boundary condition, and the specific formula is as follows:
in the formula (I), the compound is shown in the specification,
shear modulus of pile tip soil;
the Poisson's ratio of the soil at the pile end is taken as the ratio;
the settlement of the soil body around the pile for the adjacent node of the pile end is obtained by calculation based on the creep model in the step;
the horizontal coefficient of the bearing capacity of the pile end;
and the pile end axial force is obtained through the iterative operation of the twelve steps to the sixteen steps.
Is the new pile tip settlement calculated by the boundary conditions.
And then, calculating the absolute value of the difference between the pile end settlement output by the preset boundary condition and the pile end settlement obtained by iterative operation to obtain the error between the pile end settlement and the preset boundary condition, so as to adjust the preset pile top settlement according to the error. If the error between the two is smaller than the allowable error, the pile top settlement assumed by the iteration of the loop is explained
Is satisfactory; otherwise, the deformation of the pile top is assumed again, and the iteration is repeated until the error meets the requirementAnd outputting result curves of pile body downward tension, soil body settlement, pile side frictional resistance, pile body deformation distribution and the like at different moments in the soil body creep settlement process. In one embodiment, the iterative convergence criterion tolerates errors
= 1×10 -5 ～1×10 -6 And m is selected. Through the steps of the embodiment, the iterative operation result is verified by using the boundary conditions, so that the accuracy of calculating the frictional resistance of each pile node in the iterative operation process is further improved.
Specifically, in an embodiment, if a triaxial creep test cannot be carried out in an actual scene, the soil creep database can be replaced by an indoor long-term consolidation compression test, but as the consolidation test is side limit compression, only one-dimensional interpolation can be carried out on vertical stress before and after soil stacking to obtain creep strain, and then pile foundation pull-down force is calculated.
Specifically, in one embodiment, if non-creeping soil such as sandy soil exists in the calculated depth range of soil settlement, and the soil settlement is only instantaneous settlement, the method is as follows
Calculating the sedimentation, and the sedimentation does not change with time, wherein
The vertical additional stress of each node of the soil layer,
is the soil layer compression modulus.
Specifically, in an embodiment, if the shape of the pile-loading outer edge around the pile is a square, the vertical additional stress coefficient of the soil body can be approximately calculated according to an inscribed circle.
Specifically, the following explains and describes the technical solution provided by the application with a scene embodiment:
the selected scene is that the thickness of single-layer soil is 30m, the soil penetration depth of the steel pipe pile is 30m, the soil on the side of the pile is soft clay, the pile tip is located on a bottom sand-gravel layer, the outer diameter of the pile is 2m, the wall thickness is 27mm, the inner diameter is 1946mm, the elastic modulus E of the pile body is 210GPa, after the pile body is driven, the pile is loaded on the ground surface by 60kpa, the clay weight is 17.40kN/m3, the compression modulus is measured by 2.44MPa, the Poisson ratio is 0.35, the friction angle is 5 degrees, the soil body triaxial creep test database refers to the existing test result, the compression modulus of the sand-gravel holding force layer is measured by 30MPa, the Poisson ratio is 0.27, the friction angle is 35 degrees, and the pile foundation pull-down force prediction is carried out according to the flow shown in figure 4.
As shown in fig. 5, the long-term prediction of the surface subsidence under the loading effect is that the soil body subsidence at the mud surface gradually increases with time, the early stage is a creep subsidence acceleration stage, and then the change gradually decreases. Fig. 6 shows a calculation curve of the pull-down force of the offshore wind power steel pipe pile in the 25-year service period, the pull-down force of the steel pipe pile continuously increases along with time under the action of large-area riprap protection and loading, and fig. 7 shows a curve of the change of the negative friction resistance of the pile foundation in the 25-year service period along with the depth.
Through the steps, according to the technical scheme provided by the application, the soil body around the pile foundation is vertically divided into a plurality of micro units, and the soil body settlement depth is accurately calculated according to the vertical additional stress borne by each soil body node. Therefore, a soil sample with a corresponding depth is taken from the site to carry out a triaxial creep test, so that the accuracy of the test is improved. And then, selecting partial soil bodies of the micro units according to the divided micro units to carry out a triaxial creep test, carrying out bilinear interpolation on the creep model obtained by the test according to the confining pressure and the vertical stress of each soil body node to obtain creep models of all the micro units, thereby accurately calculating the creep strain of the soil body around the pile foundation at any position and at any moment according to each obtained creep model, and then calculating the soil body settlement of each soil body node at a target moment according to the creep strain calculated by each soil body node. The method can calculate the soil body settlement caused by creep deformation of the soil body around the pile under the loading effect, and improve the accuracy of the settlement value of the soil body around the pile. And finally, carrying out load transfer operation according to soil settlement of each soil body node at the target moment to obtain the frictional resistance of each soil body node on the pile foundation, and summing the frictional resistance of each soil body node to obtain the pull-down force of the pile foundation, so that the accuracy of prediction of the pull-down force of the pile foundation is improved.
As shown in fig. 8, the present embodiment further provides a device for predicting a pile foundation pulling-down force, including:
the settlement depth estimation module 101 is configured to vertically divide a soil body around a pile foundation into a plurality of micro units, and determine a soil body settlement depth by using vertical additional stress borne by each soil body node, where the soil body node is an end point of the micro unit, and the vertical additional stress borne by each soil body node is determined by pile loading stress on a pile foundation site. For details, refer to the related description of step S101 in the above method embodiment, and no further description is provided here.
The experiment module 102 is configured to obtain a soil sample of a soil body settlement depth, and generate a creep model of some micro units with respect to a confining pressure, a vertical stress and a time change by fitting based on a triaxial creep experiment result of the soil sample. For details, refer to the related description of step S102 in the above method embodiment, and no further description is provided here.
And the model creating module 103 is configured to perform bilinear interpolation of confining pressure and vertical stress on the creep models of some micro units to obtain creep models of all the micro units. For details, refer to the related description of step S103 in the above method embodiment, and no further description is provided here.
And the frictional resistance calculation module 104 is used for calculating the soil settlement of each soil node at the target moment based on the creep model of each micro unit, and performing load transfer operation by using the soil settlement of each soil node at the target moment to obtain the frictional resistance generated by each soil node on the pile foundation. For details, refer to the related description of step S104 in the above method embodiment, and no further description is provided here.
And the pull-down force calculation module 105 is used for determining the pull-down force of the pile foundation based on the frictional resistance generated by each soil body node to the pile foundation. For details, refer to the related description of step S105 in the above method embodiment, and no further description is provided here.
The device for predicting the pile foundation pulling-down force provided by the embodiment of the invention is used for executing the method for predicting the pile foundation pulling-down force provided by the embodiment, the implementation manner and the principle are the same, and the detailed content refers to the relevant description of the method embodiment and is not repeated.
Fig. 9 shows an electronic device according to an embodiment of the present invention, where the device includes a processor 901 and a memory 902, which may be connected through a bus or in other ways, and fig. 9 illustrates an example of a connection through a bus.
The memory 902, which is a non-transitory computer-readable storage medium, may be used to store non-transitory software programs, non-transitory computer-executable programs, and modules, such as program instructions/modules corresponding to the methods in the above-described method embodiments. The processor 901 executes various functional applications and data processing of the processor by executing non-transitory software programs, instructions and modules stored in the memory 902, that is, implements the methods in the above-described method embodiments.
The memory 902 may include a program storage area and a data storage area, wherein the program storage area may store an operating system, an application program required for at least one function; the storage data area may store data created by the processor 901, and the like. Further, the memory 902 may include high speed random access memory, and may also include non-transitory memory, such as at least one magnetic disk storage device, flash memory device, or other non-transitory solid state storage device. In some embodiments, the memory 902 may optionally include memory located remotely from the processor 901, which may be connected to the processor 901 via a network. Examples of such networks include, but are not limited to, the internet, intranets, local area networks, mobile communication networks, and combinations thereof.
One or more modules are stored in the memory 902, which when executed by the processor 901 performs the methods in the above-described method embodiments.
The specific details of the electronic device may be understood by referring to the corresponding related descriptions and effects in the above method embodiments, and are not described herein again.
It will be understood by those skilled in the art that all or part of the processes of the methods of the embodiments described above can be implemented by a computer program, and the implemented program can be stored in a computer-readable storage medium, and when executed, can include the processes of the embodiments of the methods described above. The storage medium may be a magnetic Disk, an optical Disk, a Read-Only Memory (ROM), a Random Access Memory (RAM), a Flash Memory (Flash Memory), a Hard Disk (Hard Disk Drive, abbreviated as HDD) or a Solid State Drive (SSD), etc.; the storage medium may also comprise a combination of memories of the kind described above.
Although the embodiments of the present invention have been described in conjunction with the accompanying drawings, those skilled in the art may make various modifications and variations without departing from the spirit and scope of the invention, and such modifications and variations fall within the scope defined by the appended claims.
Claims (10)
1. A method of predicting pile foundation pull-down force, the method comprising:
dividing a soil body around a pile foundation into a plurality of micro units along the vertical direction, and determining the settlement depth of the soil body by utilizing the vertical additional stress borne by each soil body node, wherein the soil body node is an end point of the micro unit, and the vertical additional stress borne by each soil body node is determined by the pile loading stress on the pile foundation site;
obtaining a soil sample of the soil body settlement depth, and fitting and generating a creep model of part of micro units about confining pressure, vertical stress and time change based on a triaxial creep experiment result of the soil sample;
carrying out bilinear interpolation of confining pressure and vertical stress on the creep models of the partial microcells to obtain creep models of all the microcells;
calculating the soil body settlement of each soil body node at the target moment based on the creep model of each micro unit, and carrying out load transfer operation by utilizing the soil body settlement of each soil body node at the target moment to obtain the frictional resistance of each soil body node on the pile foundation;
and determining the pulling-down force of the pile foundation based on the frictional resistance generated by each soil mass node to the pile foundation.
2. The method of claim 1, wherein determining the soil settlement depth using the vertical additional stress experienced by each soil node comprises:
calculating the initial vertical self-weight stress of each soil body node;
determining soil body nodes at the deepest position of soil body settlement according to the magnitude relation between the vertical additional stress of each soil body node and the initial vertical self-weight stress;
and determining the soil body settlement depth according to the depth of the soil body node at the deepest soil body settlement position.
3. The method of claim 2, wherein the bilinear interpolation of the confining pressure and the vertical stress on the creep model of the partial microcells to obtain the creep model of all the microcells comprises:
calculating confining pressure of each soil body node before and after stacking by using the vertical additional stress and the initial vertical self-weight stress of each soil body node;
calculating the damage offset stress of each soil body node before and after the stacking based on the confining pressure of each soil body node before and after the stacking;
determining the vertical stress corresponding to each soil body node by using the damage partial stress and the partial stress grade of each soil body node before and after the stacking;
carrying out bilinear interpolation between creep models of the partial micro units by utilizing confining pressure and vertical stress before stacking of each soil body node to obtain a first creep model for predicting creep before stacking of each micro unit;
and carrying out bilinear interpolation between creep models of the partial micro units by using the confining pressure and the vertical stress of each soil body node after stacking to obtain a second creep model of each micro unit for predicting creep after stacking.
4. The method of claim 3, wherein the calculating of the soil settlement of each soil node at the target moment based on the creep model of each microcell comprises:
calculating the initial self-weight stress settlement of each soil body node at a target moment by using the first creep model of each micro unit;
calculating the settlement of each soil body node under the stacking load at the target moment by using the second creep model of each micro unit;
and determining the soil body settlement of each soil body node at the target moment based on the difference value of the initial self-weight stress settlement and the stacking load settlement of each soil body node.
5. The method of claim 4, wherein the obtaining of the frictional resistance of each node of the soil body to the pile foundation by performing the load transfer operation by using the soil body settlement of each node at the target moment comprises:
acquiring preset pile top settlement, and vertically dividing a pile foundation into a plurality of micro units which are the same as a soil body;
calculating the frictional resistance of the pile node corresponding to the pile top of the pile foundation caused by the corresponding soil mass node based on the preset pile top settlement and the soil mass settlement of the soil mass node corresponding to the pile top, wherein the pile node is the end point of the micro unit corresponding to the pile foundation;
calculating the axial force of the pile node of the pile top based on the frictional resistance of the pile node of the pile top;
calculating the settlement of the next pile node of the pile foundation by using the axial force of the pile node of the pile top;
and performing iterative operation based on the soil settlement of the next soil node and the settlement of the next pile node until the frictional resistance brought by each soil node from the pile top to each pile node at the pile end is obtained.
6. The method of claim 5, further comprising:
substituting the pile end axial force obtained by iterative operation and the soil body settlement of the soil body node corresponding to the pile end into a preset boundary condition to obtain the pile end settlement output by the preset boundary condition;
and adjusting the preset pile top settlement based on the error between the pile end settlement output by the preset boundary condition and the pile end settlement obtained by iterative operation.
7. The method of claim 1, wherein the vertically dividing the soil surrounding the pile foundation into a plurality of microcells comprises:
dividing a soil body into a plurality of layers along the vertical direction according to the number of layering soil layers;
and vertically dividing each layer of soil into a plurality of micro units with the length difference within a preset threshold value.
8. An apparatus for predicting the pull-down force of a pile foundation, the apparatus comprising:
the settlement depth estimation module is used for vertically dividing soil around a pile foundation into a plurality of micro units, and determining the settlement depth of the soil by utilizing vertical additional stress borne by each soil node, wherein the soil node is an end point of the micro unit, and the vertical additional stress borne by each soil node is determined by the pile loading stress on the pile foundation site;
the experiment module is used for obtaining a soil sample of the soil body settlement depth and fitting and generating a creep model of part of micro units about confining pressure, vertical stress and time change based on a triaxial creep experiment result of the soil sample;
the model creating module is used for carrying out bilinear interpolation of confining pressure and vertical stress on the creep models of the partial microcells to obtain creep models of all the microcells;
the frictional resistance calculation module is used for calculating soil settlement of each soil body node at a target moment based on the creep model of each micro unit, and carrying out load transfer operation by utilizing the soil body settlement of each soil body node at the target moment to obtain the frictional resistance generated by each soil body node on a pile foundation;
and the pull-down force calculation module is used for determining the pull-down force of the pile foundation based on the frictional resistance generated by each soil body node on the pile foundation.
9. An electronic device, comprising:
a memory and a processor communicatively coupled to each other, the memory having stored therein computer instructions, the processor executing the computer instructions to perform the method of any of claims 1-7.
10. A computer-readable storage medium having stored thereon computer instructions for causing a computer to thereby perform the method of any one of claims 1-7.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210972088.8A CN115048819B (en) | 2022-08-15 | 2022-08-15 | Method and device for predicting pile foundation pull-down force and electronic equipment |
| JP2022182967A JP7261344B1 (en) | 2022-08-15 | 2022-11-15 | Pile foundation pull-down force prediction method, device, and electronic device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210972088.8A CN115048819B (en) | 2022-08-15 | 2022-08-15 | Method and device for predicting pile foundation pull-down force and electronic equipment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115048819A true CN115048819A (en) | 2022-09-13 |
| CN115048819B CN115048819B (en) | 2022-11-04 |
Family
ID=83166951
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210972088.8A Active CN115048819B (en) | 2022-08-15 | 2022-08-15 | Method and device for predicting pile foundation pull-down force and electronic equipment |
Country Status (2)
| Country | Link |
|---|---|
| JP (1) | JP7261344B1 (en) |
| CN (1) | CN115048819B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118133688A (en) * | 2024-05-06 | 2024-06-04 | 佛山电力设计院有限公司 | Method and equipment for calculating pull-down load of pile foundation of transformer substation and readable storage medium |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118428115A (en) * | 2024-07-02 | 2024-08-02 | 中交天津港湾工程研究院有限公司 | Simulation prediction method for creep settlement of deep soft soil foundation |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007255021A (en) * | 2006-03-22 | 2007-10-04 | Yamaguchi Univ | Design method considering effect of distributional peripheral surface frictional force of pile foundation comprising many pile members |
| CN108363863A (en) * | 2018-02-09 | 2018-08-03 | 中国十七冶集团有限公司 | Piled Embankments consolidation settlement semi-analytical calculation method |
| CN111382516A (en) * | 2020-03-16 | 2020-07-07 | 上海大学 | Analysis method for development and change rule of negative friction resistance of ultra-long pile foundation under stacking loading effect |
| CN112883657A (en) * | 2021-01-13 | 2021-06-01 | 中国长江三峡集团有限公司 | Single-pile vertical bearing time-varying effect calculation method considering soil body non-Darcy consolidation |
| CN114154213A (en) * | 2021-11-16 | 2022-03-08 | 中国长江三峡集团有限公司 | Single-pile calculation method based on combination of finite element software and load transfer method |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3335300B2 (en) * | 1997-12-18 | 2002-10-15 | 積水化成品工業株式会社 | Underground structure cushioning material and method of burying underground structure |
| CN106320399B (en) * | 2016-10-31 | 2018-06-26 | 交通运输部公路科学研究所 | Consider the treatment rates pile foundation side friction computational methods that load-bearing process influences |
| CN112328950B (en) * | 2020-10-29 | 2022-05-20 | 上海勘察设计研究院(集团)有限公司 | Method for calculating frictional resistance and neutral point based on pull-down load test |
-
2022
- 2022-08-15 CN CN202210972088.8A patent/CN115048819B/en active Active
- 2022-11-15 JP JP2022182967A patent/JP7261344B1/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007255021A (en) * | 2006-03-22 | 2007-10-04 | Yamaguchi Univ | Design method considering effect of distributional peripheral surface frictional force of pile foundation comprising many pile members |
| CN108363863A (en) * | 2018-02-09 | 2018-08-03 | 中国十七冶集团有限公司 | Piled Embankments consolidation settlement semi-analytical calculation method |
| CN111382516A (en) * | 2020-03-16 | 2020-07-07 | 上海大学 | Analysis method for development and change rule of negative friction resistance of ultra-long pile foundation under stacking loading effect |
| CN112883657A (en) * | 2021-01-13 | 2021-06-01 | 中国长江三峡集团有限公司 | Single-pile vertical bearing time-varying effect calculation method considering soil body non-Darcy consolidation |
| CN114154213A (en) * | 2021-11-16 | 2022-03-08 | 中国长江三峡集团有限公司 | Single-pile calculation method based on combination of finite element software and load transfer method |
Non-Patent Citations (2)
| Title |
|---|
| 于光明: "复杂环境下桥梁基础长期承载性能研究", 《中国博士学位论文全文数据库 工程科技II辑》 * |
| 赵敏燕等: "关于桩基负摩阻力的探讨", 《江苏建筑》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118133688A (en) * | 2024-05-06 | 2024-06-04 | 佛山电力设计院有限公司 | Method and equipment for calculating pull-down load of pile foundation of transformer substation and readable storage medium |
| CN118133688B (en) * | 2024-05-06 | 2024-07-12 | 佛山电力设计院有限公司 | Method and equipment for calculating pull-down load of pile foundation of transformer substation and readable storage medium |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2024026024A (en) | 2024-02-28 |
| CN115048819B (en) | 2022-11-04 |
| JP7261344B1 (en) | 2023-04-19 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN115048819B (en) | Method and device for predicting pile foundation pull-down force and electronic equipment | |
| Wang et al. | Vertical performance of suction bucket foundation for offshore wind turbines in sand | |
| Ding et al. | Model tests on the bearing capacity of wide-shallow composite bucket foundations for offshore wind turbines in clay | |
| Elsherbiny et al. | Axial compressive capacity of helical piles from field tests and numerical study | |
| Zhang et al. | Experimental study on installation of hybrid bucket foundations for offshore wind turbines in silty clay | |
| Liu et al. | Vertical bearing behaviour of the composite bucket shallow foundation of offshore wind turbines | |
| Li et al. | Feasibility study of monopile-friction wheel-bucket hybrid foundation for offshore wind turbine | |
| CN103643668A (en) | Method for monitoring construction engineering foundation pit | |
| Kim et al. | Pullout resistance of group suction anchors in parallel array installed in silty sand subjected to horizontal loading–centrifuge and numerical modeling | |
| Faizi et al. | Development of an analytical model for predicting the lateral bearing capacity of caisson foundations in cohesionless soils | |
| Vicent et al. | Evaluation of horizontal and vertical bearing capacities of offshore bucket work platforms in sand | |
| Li et al. | The loading behavior of innovative monopile foundations for offshore wind turbine based on centrifuge experiments | |
| Bransby et al. | Elasto-plastic modelling of bucket foundations | |
| khumar Shanmugasundaram et al. | Towards the numerical modelling of residual seabed liquefaction using OpenFOAM | |
| Tian et al. | Jack-up platform leg optimization by topology optimization algorithm-BESO | |
| CN112177061B (en) | System and method for monitoring microscopic horizontal deformation under complex geological structure | |
| Dong et al. | Limit analysis of vertical anti-pulling screw pile group under inclined loading on 3D elastic-plastic finite element strength reduction method | |
| OpenFOAM | OpenFOAM | |
| Wichtmann et al. | Prediction of long-term deformations of offshore wind power plant foundations using HCA-based engineer-oriented models | |
| Li et al. | Assessment of offshore wind turbine with an innovative monopile foundation under lateral loading | |
| CN116595836A (en) | OpenSeesMP-based field-structure system power interaction simulation method | |
| CN110826139A (en) | Method for evaluating interaction influence of pile inserting under horizontal force on adjacent pile groups | |
| Yang et al. | Bearing capacity of offshore umbrella suction anchor foundation in silty soil under varying loading modes | |
| Deb et al. | Bearing Behavior of a Monopod Bucket Foundation Supporting an Offshore Wind Turbine in Sandy Soils | |
| Deb et al. | Vertical bearing behavior of monopod caisson foundation in sandy soils |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |