CN111310319A - Method for accurately predicting bearing capacity before and after liquefaction of marine pile foundation - Google Patents
Method for accurately predicting bearing capacity before and after liquefaction of marine pile foundation Download PDFInfo
- Publication number
- CN111310319A CN111310319A CN202010081211.8A CN202010081211A CN111310319A CN 111310319 A CN111310319 A CN 111310319A CN 202010081211 A CN202010081211 A CN 202010081211A CN 111310319 A CN111310319 A CN 111310319A
- Authority
- CN
- China
- Prior art keywords
- liquefaction
- pile foundation
- depth
- soil body
- wave
- 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.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims abstract description 29
- 239000002689 soil Substances 0.000 claims abstract description 62
- 238000004364 calculation method Methods 0.000 claims abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 19
- 238000003780 insertion Methods 0.000 claims abstract description 14
- 230000037431 insertion Effects 0.000 claims abstract description 14
- 239000012530 fluid Substances 0.000 claims abstract description 11
- 230000008859 change Effects 0.000 claims abstract description 10
- 230000015556 catabolic process Effects 0.000 claims abstract description 8
- 238000006731 degradation reaction Methods 0.000 claims abstract description 8
- 238000013461 design Methods 0.000 claims abstract description 8
- 230000007613 environmental effect Effects 0.000 claims abstract description 6
- 239000011148 porous material Substances 0.000 claims description 14
- 230000009467 reduction Effects 0.000 claims description 5
- 239000013535 sea water Substances 0.000 claims description 5
- 230000009471 action Effects 0.000 claims description 4
- 230000008878 coupling Effects 0.000 claims description 4
- 238000010168 coupling process Methods 0.000 claims description 4
- 238000005859 coupling reaction Methods 0.000 claims description 4
- 230000004044 response Effects 0.000 claims description 4
- 230000035699 permeability Effects 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 description 5
- 238000011160 research Methods 0.000 description 3
- 239000007787 solid Substances 0.000 description 3
- 230000001133 acceleration Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000007774 longterm Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 230000002045 lasting effect Effects 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
- G06F17/11—Complex mathematical operations for solving equations, e.g. nonlinear equations, general mathematical optimization problems
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Mathematical Physics (AREA)
- General Physics & Mathematics (AREA)
- Pure & Applied Mathematics (AREA)
- Mathematical Optimization (AREA)
- Mathematical Analysis (AREA)
- Computational Mathematics (AREA)
- Data Mining & Analysis (AREA)
- Theoretical Computer Science (AREA)
- Operations Research (AREA)
- Algebra (AREA)
- Databases & Information Systems (AREA)
- Software Systems (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
A method for accurately predicting the bearing capacity of an ocean pile foundation before and after liquefaction is implemented by establishing a wave-seabed soil-pile foundation calculation model, establishing data exchange among a fluid part sub-model, a soil body part sub-model and the pile foundation in the model, applying extreme wave environmental load, seabed soil body parameters and design parameters of the ocean pile foundation, which are obtained by calculation of the fluid part sub-model at any moment, to a soil body and a pile foundation model to obtain characteristic parameters of the pile foundation and the seabed soil body, and determining the depth and width changes of the depth of the pile foundation inserted into the soil body before and after liquefaction, so as to predict the degradation degree of the bearing capacity of the pile foundation. The method considers the changes of the seabed soil body, the water depth and the pile foundation insertion depth before and after the soil body is liquefied, calculates the influence of the liquefaction depth change on the bearing capacity of the pile foundation, and predicts the degradation rule of the bearing capacity of the pile foundation according to the pile foundation insertion depth change before and after liquefaction.
Description
Technical Field
The invention relates to a technology in the field of ocean engineering and civil engineering, in particular to a method for accurately predicting the bearing capacity of an ocean pile foundation before and after liquefaction.
Background
In the long-term service process, the marine pile foundation bears the marine environmental loads such as waves, ocean currents, tsunamis and the like. This kind of long-term, lasting, high frequency's effect can lead to the different degree liquefaction to appear in the seabed soil body around the pile foundation, and the support condition of pile foundation changes, and the soil body weakens to the level and the vertical resistance of pile foundation, and the pile foundation produces the deformation, and the foundation bearing capacity reduces, leads to overall structure slope even. In the ocean development projects at home and abroad, a plurality of disastrous ocean pile foundation inclination accidents occur, and great economic loss and environmental pollution are caused. The ocean pile foundation is different from the conventional land pile foundation, not only receives the self-weight load effect of the structure, but also serves the severe ocean environment load effect for a long time.
The method for calculating the bearing capacity of the pile foundation at the present stage comprises the following steps: winkler ground beam method, continuous elastic dynamic method, elastic theory, numerical method, etc. These theories are classified based on how the peripile soil is modeled. The japan architecture association and road association have proposed in their respective specifications that the horizontal resistance of piles in liquefied soil layers can be reduced according to the level and the liquefied safety factor, and the bearing capacity of the piles is evaluated, and there is no reasonable description about the rationality of the reduction. In the design of the ocean platform pile foundation in China, the horizontal bearing capacity of the pile foundation in the liquefied soil layer is still taken as 0 as a conservative estimation, and obviously, the estimation is different from the actual situation. In addition, the study on liquefaction mechanism of seabed around single pile foundation under wave action published in journal of ocean engineering in 2018 by sui intimate intimate et al, is pointed out in the text: the liquefaction of the seabed causes the insertion depth of the single pile to change, and the influence of the initial effective stress of the soil body on the liquefaction of the seabed is larger than the excess pore water pressure. Therefore, the research on the bearing capacity performance of the marine pile foundation is carried out, and the research is very important and urgent for evaluating the liquefaction condition, improving the bearing capacity of the pile foundation and ensuring the safe operation in the service period.
However, in the existing specification and research, the local liquefaction depth calculation formula of the pile foundation is mainly based on the seismic liquefaction calculation of the pile foundation on land, only aims at the local liquefaction calculation of seismic load on a single pile foundation, does not aim at a pile foundation bearing capacity calculation method under a complex marine environment, and does not consider the influence on the pile foundation bearing capacity due to the reduction of the insertion depth of the pile foundation before and after the liquefaction of a seabed soil body. Therefore, it is particularly important to provide a method for calculating the bearing capacity of the marine pile foundation before and after liquefaction.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a method for accurately predicting the bearing capacity of the marine pile foundation before and after liquefaction, which can accurately calculate the local liquefaction depth of the pile foundation in the marine environment, predict the attenuation condition of the bearing capacity of the pile foundation according to the insertion depth change of the pile foundation before and after liquefaction, provide a basis for the design of the marine pile foundation and have wide engineering application and practicability.
The invention is realized by the following technical scheme:
the invention relates to a method for accurately predicting the bearing capacity of an ocean pile foundation before and after liquefaction, which comprises the steps of establishing a wave-seabed soil-pile foundation calculation model, establishing data exchange among a fluid part sub-model, a soil body part sub-model and the pile foundation in the model, applying extreme wave environmental load, seabed soil body parameters and design parameters of the ocean pile foundation, which are obtained by calculation of the fluid part sub-model at any moment, to a soil body and a pile foundation model, obtaining characteristic parameters of the pile foundation and the seabed soil body, and determining the depth and width changes of the depth of the pile foundation inserted into the soil body before and after liquefaction so as to predict the degradation degree of the bearing capacity of the pile foundation.
The control equation of wave motion in a part of sub-models in the wave-seabed soil-pile foundation calculation model is an N-S equation, and the N-S equation is used for simulating wave propagation and determining wave pressure acting on the pile foundation and the seabed; the control equation of the soil body part sub model is a Biot coupling equation, and the seabed soil control equation is written into COMSOL Multiphysics through a PDE interface to solve the seabed response under the wave load.
The extreme wave environment load is tsunami load, wave generation is carried out by a numerical method, and the wave characteristic parameters comprise: wave height, depth, wave wavelength and period.
The design parameters of the marine pile foundation comprise: the pile foundation elastic modulus, the pile length, the pile diameter, the insertion depth of the pile and the bearing capacity of the pile foundation.
The characteristic parameters of the seabed soil body comprise: density, saturation, permeability coefficient, porosity ratio, poisson ratio, pore pressure and liquefaction depth of the soil body.
The change of the depth and the width of the determined pile foundation inserted into the soil body before and after liquefaction is as follows: and (3) obtaining the vertical effective stress and the pore water pressure of each calculation point in the whole area range by establishing a liquefaction judgment criterion of the seabed soil body, further judging the liquefaction point according to a liquefaction concept, and giving out the liquefaction depth and the liquefaction range by means of a data processing tool. The method specifically comprises the following steps: calculating the liquefaction of the whole area point by utilizing the vertical effective stress and the pore water pressure before liquefaction, and setting the liquefaction starting time as t equal to 0, when t equal to tLWhen the liquefaction depth reaches zLFor the liquefied soil mass above the liquefied surface, the pore water pressure at any point is equal to the initial vertical effective stress sigma 'before liquefaction at the corresponding point'v0Wherein the liquefaction depth refers to: the whole soil body area can be divided into a liquefaction area and a non-liquefaction area according to a liquefaction judgment criterion, and the liquefaction depth refers to the height of the liquefaction area.
The prediction means that: and (4) obtaining the reduction trend of the insertion depth of the pile foundation according to the liquefaction depth of the pile foundation, and further obtaining the degradation rule of the bearing capacity of the pile foundation. When the maximum liquefaction depth is zmaxAfter liquefaction the zmaxThe pile units in the depth are no longer fixed by soil and begin to bear the action of ocean current, and the depth of the ocean water is increased by zmaxThen the length of the pile bearing the ocean current load becomes H + zmaxWherein: h is the depth of seawater before liquefaction.
Technical effects
Compared with the prior art, the method provided by the invention considers the changes of the seabed, the water depth and the pile foundation insertion depth before and after the soil body is liquefied, and can accurately calculate the local liquefaction depth of the pile foundation in the marine environment. And establishing data exchange among the fluid part molecular model, the soil body part sub-model and the pile foundation sub-model, applying the wave pressure obtained by calculation of the fluid part sub-model at any moment and the wave force on the pile foundation to the soil body and the pile foundation model to calculate the response of the pile foundation and the seabed, wherein the calculation comprises calculation of the pore pressure, the liquefaction depth, the bearing capacity of the pile foundation and the like. And predicting the degradation condition of the bearing capacity of the pile foundation according to the insertion depth change of the pile foundation before and after liquefaction.
Drawings
FIG. 1 is a simplified environmental diagram illustrating the practice of the present invention;
FIG. 2 is a flow chart of an embodiment;
FIG. 3 is a flowchart of an embodiment liquefaction evolution process calculation.
Detailed Description
As shown in fig. 1, the present embodiment simulates the situation of the pile foundation in the seawater environment and draws a calculation diagram.
As shown in fig. 1 and fig. 2, the present embodiment relates to a method for accurately predicting the bearing capacity of an ocean pile foundation before and after liquefaction, and the specific steps are as follows:
And 2, establishing a three-dimensional model containing waves, pile foundations and a seabed by a numerical method, wherein the control equation of the fluid wave-making part sub-model is an N-S equation and an RNG k-epsilon turbulence model, the control equation of the soil body part sub-model is a Biot fluid-solid coupling equation, and the pile foundation model adopts a solid unit. The three submodels perform coupling calculation through data exchange. On the basis, the single pile foundation and the seabed under the wave load are researched, the pore pressure and the vertical effective stress change of the seabed soil around the pile and the bearing capacity of the pile foundation are analyzed, and the liquefaction condition of the seabed soil around the pile is discussed.
And 3, simulating the tsunami by using Solitary wave (Solitary wave). Wave generation is carried out through a wave boundary at an inlet in the fluid part molecular model, and the solitary wave is obtained by solving the water level height, the water flow speed and the wave speed of the solitary wave based on the McCowan theory.
And 4, adopting a partial dynamic equation 'u-p' of the Biot equation as a control equation of the seabed soil, considering the acceleration effect of the soil framework, and neglecting the acceleration of the pore water relative to the soil framework. These assumptions are reasonable in the case where the seabed soil is deformable and compressible and the saturation of the soil is high. The contact surface between the pile foundation and the seabed soil is set as a watertight boundary. And writing the seabed soil control equation into COMSOL Multiphysics through a PDE interface to solve the seabed response under the wave load. The pile foundation is considered to be a solid unit.
And step 5, as shown in figure 3. Setting the initial wave height to P0ξ, liquefaction depth zLAt 0, the water level height is increased by Δ ξ, and at time t, the wave height PtPore water pressure U at Δ ξ + ξ2When pore water pressure U2Is more than or equal to vertical effective stress sigma 'before liquefaction'v0Then the point is located in the liquefaction zone when the pore water pressure U is2Is less than the vertical effective stress sigma 'before liquefaction'v0And if the point is located in the non-liquefaction area, stopping the operation until the wave load is greater than the maximum value, and further obtaining the liquefaction point in the whole area range.
Step 6, determining the local liquefaction depth and the liquefaction width of the seabed soil mass around the pile: and (4) according to the liquefaction judgment criterion, the liquefaction depth and width under different conditions are given, and the maximum liquefaction area of the soil body around the pile is found.
And 7, predicting the degradation degree of the bearing capacity of the pile foundation: the pile foundation insertion soil layer reduction trend is obtained according to the liquefaction depth of the pile foundation, and then the rule that the insertion soil layer reduces the influence on the bearing capacity of the pile foundation is obtained. When the maximum liquefaction depth is zmaxAfter liquefaction the zmaxThe pile units in the depth are no longer fixed by soil and begin to bear the action of ocean current, and the depth of the ocean water is increased by zmaxThen the length of the pile bearing the ocean current load becomes H + zmaxWherein: h is the depth of seawater before liquefaction.
Compared with the prior art, the method has the advantages that the three calculation models are used for simultaneously calculating, real-time data exchange is carried out among different calculation models, and within each time step of numerical calculation, the change of fluid force caused by wave propagation can be transmitted to the sea bed and the surface of the pile foundation, so that the change condition of the bearing capacity of the sea bed and the pile foundation can be monitored in real time.
The foregoing embodiments may be modified in many different ways by those skilled in the art without departing from the spirit and scope of the invention, which is defined by the appended claims and all changes that come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein.
Claims (7)
1. A method for accurately predicting the bearing capacity of an ocean pile foundation before and after liquefaction is characterized in that a wave-seabed soil-pile foundation calculation model is established, and data exchange is established among a fluid part sub-model, a soil body part sub-model and the pile foundation in the model. And applying the extreme wave environment load, seabed soil body parameters and design parameters of the marine pile foundation which are calculated by the fluid part sub-model at any moment to the soil body and the pile foundation model to obtain characteristic parameters of the pile foundation and the seabed soil body, and determining the depth and width changes of the depth of the pile foundation inserted into the soil body before and after liquefaction so as to predict the degradation degree of the bearing capacity of the pile foundation.
2. The method as claimed in claim 1, wherein the control equation of wave motion in a part of the sub-model in the wave-seabed soil-pile foundation calculation model is an N-S equation, which is used for simulating wave propagation and determining the wave pressure acting on the pile foundation and the seabed; the control equation of the soil body part sub model is a Biot coupling equation, and the seabed soil control equation is written into COMSOL Multiphysics through a PDE interface to solve the seabed response under the wave load.
3. The method as claimed in claim 1, wherein the extreme wave environmental load is tsunami load, the wave generation is performed by a numerical method, and the wave characteristic parameters include: wave height, depth, wave wavelength and period.
4. The method of claim 1, wherein the design parameters of the marine pile foundation include: pile foundation elastic modulus, pile length, pile diameter and pile insertion depth.
5. The method of claim 1, wherein the seabed soil characteristic parameters comprise: density, saturation, permeability coefficient, porosity ratio, poisson ratio, pore pressure and liquefaction depth of the soil body.
6. The method of claim 1, wherein the change of the depth and the width of the determined pile base inserted into the soil body before and after liquefaction is: the method comprises the following steps of obtaining the vertical effective stress and the pore water pressure of each calculation point in the whole area range by establishing a liquefaction judgment criterion of a seabed soil body, further judging a liquefaction point according to a liquefaction concept, and giving a liquefaction depth and a liquefaction range by means of a data processing tool, wherein the liquefaction judgment criterion specifically comprises the following steps: calculating the liquefaction of the whole area point by utilizing the vertical effective stress and the pore water pressure before liquefaction, and setting the liquefaction starting time as t equal to 0, when t equal to tLWhen the liquefaction depth reaches zLFor the liquefied soil mass above the liquefied surface, the pore water pressure at any point is equal to the initial vertical effective stress sigma 'before liquefaction at the corresponding point'v0Wherein the liquefaction depth refers to: the whole soil body area can be divided into a liquefaction area and a non-liquefaction area according to a liquefaction judgment criterion, and the liquefaction depth refers to the height of the liquefaction area.
7. The method of claim 1, wherein the prediction is: and (4) obtaining the reduction trend of the insertion depth of the pile foundation according to the liquefaction depth of the pile foundation, and further obtaining the degradation rule of the bearing capacity of the pile foundation. When the maximum liquefaction depth is zmaxAfter liquefaction the zmaxThe pile units in the depth are no longer fixed by soil and begin to bear the action of ocean current, and the depth of the ocean water is increased by zmaxThen the length of the pile bearing the ocean current load becomes H + zmaxWherein: h is the depth of seawater before liquefaction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010081211.8A CN111310319A (en) | 2020-02-06 | 2020-02-06 | Method for accurately predicting bearing capacity before and after liquefaction of marine pile foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010081211.8A CN111310319A (en) | 2020-02-06 | 2020-02-06 | Method for accurately predicting bearing capacity before and after liquefaction of marine pile foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111310319A true CN111310319A (en) | 2020-06-19 |
Family
ID=71156432
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010081211.8A Pending CN111310319A (en) | 2020-02-06 | 2020-02-06 | Method for accurately predicting bearing capacity before and after liquefaction of marine pile foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111310319A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114354885A (en) * | 2021-12-20 | 2022-04-15 | 应急管理部国家自然灾害防治研究院 | Rapid identification and measurement device for seabed seismic liquefaction in wave flow environment |
| CN114838909A (en) * | 2022-04-02 | 2022-08-02 | 河海大学 | Evaluation method and evaluation device for liquefaction damage of sandy seabed soil body under action of transient waves |
| CN115221758A (en) * | 2022-07-18 | 2022-10-21 | 中国矿业大学 | Method for calculating probability of seabed response under simulated wave load effect |
| CN116776641A (en) * | 2023-08-10 | 2023-09-19 | 长江三峡集团实业发展(北京)有限公司 | Method and device for evaluating shallow foundation horizontal bearing capacity on clay seabed |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105424315A (en) * | 2015-11-05 | 2016-03-23 | 河海大学 | Device and method for measuring impact on horizontal bearing performance of pile foundation from waves |
-
2020
- 2020-02-06 CN CN202010081211.8A patent/CN111310319A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105424315A (en) * | 2015-11-05 | 2016-03-23 | 河海大学 | Device and method for measuring impact on horizontal bearing performance of pile foundation from waves |
Non-Patent Citations (2)
| Title |
|---|
| 郭俊杰: "波浪-海床-桩基相互作用问题的研究", 《万方数据》 * |
| 隋倜倜 等: "波浪作用下单桩基础周围海床液化机制研究", 《海洋工程》 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114354885A (en) * | 2021-12-20 | 2022-04-15 | 应急管理部国家自然灾害防治研究院 | Rapid identification and measurement device for seabed seismic liquefaction in wave flow environment |
| CN114838909A (en) * | 2022-04-02 | 2022-08-02 | 河海大学 | Evaluation method and evaluation device for liquefaction damage of sandy seabed soil body under action of transient waves |
| CN114838909B (en) * | 2022-04-02 | 2023-03-14 | 河海大学 | Evaluation method and evaluation device for liquefaction damage of sandy seabed soil body under action of transient waves |
| CN115221758A (en) * | 2022-07-18 | 2022-10-21 | 中国矿业大学 | Method for calculating probability of seabed response under simulated wave load effect |
| CN116776641A (en) * | 2023-08-10 | 2023-09-19 | 长江三峡集团实业发展(北京)有限公司 | Method and device for evaluating shallow foundation horizontal bearing capacity on clay seabed |
| CN116776641B (en) * | 2023-08-10 | 2024-01-19 | 长江三峡集团实业发展(北京)有限公司 | Method and device for evaluating shallow foundation horizontal bearing capacity on clay seabed |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111310319A (en) | Method for accurately predicting bearing capacity before and after liquefaction of marine pile foundation | |
| Wu et al. | Foundations of offshore wind turbines: A review | |
| CN112257140B (en) | Safety coefficient calculation method for seabed slope stability | |
| Jiang | Installation of offshore wind turbines: A technical review | |
| Lin et al. | Investigation of nonlinear wave-induced seabed response around mono-pile foundation | |
| Beyer et al. | Coupled MBS-CFD simulation of the IDEOL floating offshore wind turbine foundation compared to wave tank model test data | |
| CN105824993A (en) | Method for artificial sand beach, sand filling and maintenance engineering construction | |
| CN106759328B (en) | The optimized calculation method that gravity anchor designs on calcareous ground | |
| Chen et al. | Tsunami-induced scour at coastal roadways: a laboratory study | |
| Yim et al. | Case study for tsunami design of coastal infrastructure: Spencer Creek Bridge, Oregon | |
| Bhattacharya et al. | Hazard considerations in the vulnerability assessment of offshore wind farms in seismic zones | |
| KR20200005271A (en) | Method for Providing Inundation Simulation In Coastal Urban Area and Computer Program Therefore | |
| CN115961589B (en) | High pile baffle open breakwater and wharf and hydrodynamic characteristic analysis method thereof | |
| CN110889245B (en) | Fluid-solid coupling seismic response analysis method for tower column structure coupling system of hydraulic ship lift | |
| Chen et al. | Study on the mechanical characteristics and failure mechanism of the coastal bridge with a box-girder superstructure under the action of breaking solitary waves | |
| Mamoon et al. | Local scour around a pipeline sleeper system under different flow directions | |
| Baarholm | A simple numerical method for evaluation of water impact loads on decks of large-volume offshore platforms | |
| CN114841092A (en) | Method and system for analyzing side slope desilting stability of foundation trench of submarine immersed tube tunnel | |
| CN111460563B (en) | Method for calculating wave current borne by box-type upper structure of sea-crossing bridge | |
| CN113435075A (en) | Computer method for simulating load response caused by landslide disaster impact on seabed energy pipeline | |
| Duan et al. | Numerical Study of Wave-and Current-Induced Oscillatory Seabed Response near a Fully Buried Subsea Pipeline | |
| Tang et al. | Numerical analysis of jacking operations for a self-elevated jack-up unit | |
| Kashyap et al. | Non-Linear Response Analysis of Jacket Supported Offshore Wind Turbine under Seismic Loads using Hilbert-Huang Transform | |
| KIM et al. | Real-scale numerical assessment of artificial reef in Ida Beach | |
| Liang et al. | CFD Model for Breaking Wave-Induced Seabed Instability Around Monopile Arrays |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200619 |
|
| RJ01 | Rejection of invention patent application after publication |