CN111122348A - Computing method for predicting rheological strength of ultra-soft soil with sea area - Google Patents
Computing method for predicting rheological strength of ultra-soft soil with sea area Download PDFInfo
- Publication number
- CN111122348A CN111122348A CN201911164485.7A CN201911164485A CN111122348A CN 111122348 A CN111122348 A CN 111122348A CN 201911164485 A CN201911164485 A CN 201911164485A CN 111122348 A CN111122348 A CN 111122348A
- Authority
- CN
- China
- Prior art keywords
- soil
- rheological
- ultra
- strength
- soft soil
- 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
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/0202—Control of the test
- G01N2203/0212—Theories, calculations
- G01N2203/0218—Calculations based on experimental data
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0676—Force, weight, load, energy, speed or acceleration
Abstract
The invention discloses a computing method for predicting rheological strength of ultra-soft soil with sea area, which has the technical scheme key points that the method comprises the following steps of 1: carrying out geotechnical test on the test soil sample according to the current national standard GB/T50123-2019 of China, and determining geotechnical parameters such as water content, liquid plastic limit and the like of the test soil sample; step 2: determining yield stress and yield viscosity parameters of a rheological curve according to the basic soil engineering parameter data of the test soil sample determined in the step 1 and formulas 1-4; and step 3: constructing a sectional type marine product ultra-soft soil rheological strength model based on a shear thinning theory; and 4, step 4: substituting the rheological curve characteristic parameters determined in the step 2 into the formulas 5 and 6, the accurate prediction of the rheological strength of the soil sample in the full shear strain rate range can be obtained, and reliable technical support is provided for evaluating the strength characteristic of the ultra-soft soil with the sea area.
Description
Technical Field
The invention relates to a computing method for predicting rheological strength of ultra-soft soil with sea area.
Background
With the rapid development of coastal reclamation projects and seabed energy exploitation projects in China, many engineering problems related to ultra-soft soil in sea area are encountered, such as: silt soil formed by offshore dredging and hydraulic filling has the characteristics of high water content, low strength, high compressibility and the like, belongs to typical marine ultra-soft soil, and causes great difficulty in foundation treatment; the seabed soft clay is induced by factors such as earthquake, wave and the like to destabilize to form a seabed landslide body, gradually evolves to a thin type flow landslide body under the action of a complex water environment, also shows the physical and mechanical characteristics of the marine ultra-soft soil, has high sliding speed, strong impact force and wide influence area, and poses serious threats to facilities such as seabed pipelines, oil and gas platform seabed mooring foundations and the like. Therefore, how to accurately evaluate the strength characteristics of the ultra-soft soil in the sea area is very important for the design and construction of offshore engineering facilities.
At present, the evaluation on the strength characteristic of the ultra-soft soil with sea volume mainly relates to two sets of theoretical frames of soil mechanics and hydromechanics, wherein most strength calculation methods under the soil mechanics frame explain the relation between the average effective stress and the shear strength and the water content (or the void ratio) when the soil body is damaged according to the critical damage theory, but because the mechanical properties of the ultra-soft soil with sea volume and common land soft soil have larger difference, the soil body has extremely high water content, extremely low strength, is in a flowing state, and the strength is obviously influenced by the shear strain rate, the traditional strength calculation method of soil mechanics is not suitable; the ultra-soft soil in the sea area under the hydrodynamic framework is regarded as a non-newtonian fluid (namely a shear stress-shear strain rate change curve does not conform to a linear newton relation), a rheological model is generally used for predicting the strength of the ultra-soft soil in the sea area, however, although a common rheological model is established by a shear strain rate, a reliable result cannot be obtained for fitting of a soil body material in a full shear strain rate range, the material property of the ultra-soft soil in the sea area cannot be fully reflected, comprehensive evaluation of the rheological strength of the ultra-soft soil in the sea area (namely the shear strength without drainage along with the change of the shear strain rate) is not facilitated, and a calculation method for predicting the rheological strength of the ultra-soft soil in the sea area to guide related engineering problems needs to be provided urgently.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a computing method for predicting rheological strength of the sea area ultra-soft soil, and the computing method can effectively predict the rheological strength of the sea area ultra-soft soil and is convenient for guiding related engineering problems.
In order to achieve the purpose, the invention provides the following technical scheme: a method for calculating rheological strength of ultra-soft soil for predicting sea area,
step 1: carrying out geotechnical test on the test soil sample according to the current national standard of 'geotechnical test method standard GB/T50123-2019' in China, and determining the water content and the liquid-plastic limit geotechnical parameters of the test soil sample;
step 2: determining yield stress and yield viscosity parameters of a rheological curve according to the basic soil engineering parameter data of the test soil sample determined in the step 1 and formulas 1-4;
τy,0＝133.07(ω/ωL)-8.44(1)
τy,rem＝11.47(ω/ωL)-6.16(2)
ηy,0＝1.04×107(ω/ωL)-8.39(3)
ηy,rem＝5.85×104(ω/ωL)-6.19(4)
and step 3: based on a shear thinning theory, a sectional type marine product ultra-soft soil rheological strength model is constructed, and the formula is as follows:
and 4, step 4: substituting the characteristic parameters of the rheological curve determined in the step 2 into formulas 5 and 6, and obtaining accurate prediction of the rheological strength of the soil sample within the range of the full shear strain rate.
Further, step 3 further comprises: shear strain rate corresponding to yield point of marine ultra-soft soil
Generally 0.01 to 0.02s-1Fluidity index n in the initial state0Between 0.10 and 0.60, a fluidity index n in a remolded stateremBetween 0.05 and 0.50.
The invention has the beneficial effects that: the provided calculation method is based on the non-Newtonian fluid shear thinning theory, fully embodies the material properties of the ultra-soft soil in the sea area, has clear parameter physical significance, and can be obtained by the current standard test method; in addition, the sectional type calculation formula can accurately reflect the strength characteristics of the ultra-soft soil in the areas with different shear strain rates, the rheological strength result is reliable, the shear strain rate application range is wide, and the shear strain rate is even under the working condition with low shear strain rate (for example, the shear strain rate is 0.001s to 0.001 s)-1Suitable for tidal reclamation projects) and very high operating conditions (for example: shear strain rate 100s-1And is suitable for submarine landslide disaster prevention engineering), is convenient for engineering application, and can still obtain good effect in the extreme range, thus the effect is better under the normal state.
Drawings
FIG. 1 is a graph showing the relationship between yield strength and (water content/liquid limit) of three soil samples in an initial state;
FIG. 2 is a graph showing the relationship between yield strength and (water content/liquid limit) in three soil sample remodeling states;
FIG. 3 is a graph showing the relationship between yield viscosity and (water content/liquid limit) at the initial state of three soil samples;
FIG. 4 is a graph of the relationship between yield viscosity and (water content/liquid limit) in three soil sample remodeling states;
FIG. 5 is a shear thinning behavior theory and a corresponding microscopic soil shear change relationship display diagram;
FIG. 6 is a graph showing a non-draining shear strength-shear strain rate curve;
FIG. 7 is a graph showing an apparent viscosity-shear strain rate curve;
FIG. 8 is a graph of normalized curve of intensity parameter I versus (water cut/liquid limit);
FIG. 9 is a graph of the normalized curve of the apparent viscosity parameter I versus (water content/liquid limit);
FIG. 10 is a graph of normalized curve of apparent viscosity parameter II versus (water content/liquid limit);
FIG. 11 is a graph showing a normalized curve of the apparent viscosity parameter III with respect to (water content/liquid limit).
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings, description 1-11, and examples. In which like parts are designated by like reference numerals. It should be noted that the terms "front," "back," "left," "right," "upper" and "lower" used in the following description refer to directions in the drawings, and the terms "bottom" and "top," "inner" and "outer" refer to directions toward and away from, respectively, the geometric center of a particular component.
The method for calculating the rheological strength of the ultra-soft soil for predicting the sea area in the embodiment,
step 1: carrying out geotechnical test on the test soil sample according to the current national standard GB/T50123-2019, determining geotechnical parameters such as water content, liquid plastic limit and the like of the test soil sample,
the specific content is as follows: the basic geotechnical parameters in the embodiment are as follows:
step 2: determining yield stress and yield viscosity parameters of a rheological curve according to the basic soil engineering parameter data of the test soil sample determined in the step 1 and formulas 1-4;
τy,0＝133.07(ω/ωL)-8.44(1)
τy,rem＝11.47(ω/ωL)-6.16(2)
in this embodiment, τy,0And τy,remRespectively testing the yield stress, Pa, of the soil sample in an initial (the soil sample is in situ) and remolded (the soil sample is fully disturbed) state; omega is the water content of the test soil sample; omegaLIn order to test the liquid limit water content of the soil sample, the marine ultra-soft soil as a non-Newtonian fluid can bear a certain shear stress, only deforms and does not flow, and the flow is not started until the shear stress is increased to a certain value, wherein the shear stress is defined as the yield strengthThe degree, which is a very important rheological parameter, reflects the transition of the fluid from elastic to plastic, and the yield point is the position of the rheological curve where the yield strength value is located. It is worth mentioning that as the fluid is continuously sheared, the connection and arrangement between the particles changes, and the yield strength measured at this time is called dynamic yield strength. The yield strength results of the three soil samples under different water content states are obtained by a combined test method, and the water content/liquid limit (omega/omega) are adopted in consideration of the property difference of different soil bodiesL) The comprehensive indexes of the water content of the soil body are represented so as to obtain a common law, and the test results show that (see the figure 1 and the figure 2): within the range of 2-3 times of liquid limit water content, the change rule of the yield strength of 3 soil samples is basically consistent, namely the yield strength is along with (omega/omega)L) Is increased and decreased; and for the soil sample with the same water content, the static yield strength in the initial state is obviously higher than the dynamic yield strength in the remolded state, which means that the lower shear stress can cause the underflow of the sea current with high water content or remolded state to flow. Yield strength and (omega/omega)L) The curve relationship between them is equations 1 and 2.
ηy,0＝1.04×107(ω/ωL)-8.39(3)
ηy,rem＝5.85×104(ω/ωL)-6.19(4)
In this embodiment, ηy,0And ηy,remThe yield viscosity, pas, of the soil sample was tested in the initial and remolded states, respectively.
On the other hand, viscosity is also an important rheological parameter, which characterizes the internal friction force generated between molecules when the fluid flows, and is also commonly used to distinguish between Newtonian fluids and non-Newtonian fluids. For non-newtonian fluids, the viscosity number will no longer be constant, and each shear strain rate corresponds to a viscosity number, hence the apparent viscosity, and the corresponding shear strain rate must be noted when characterizing the results. The apparent viscosity is an important rheological parameter, particularly the apparent viscosity at a yield point, and few students study the relationship between the apparent viscosity and the water content of the soil body, and the relationship is analyzed by the relation, as shown in figures 3 and 4In the figure, since the magnitude of the apparent viscosity value generally varies greatly, the ordinate takes the logarithmic form, and the apparent viscosity also varies with (ω/ω) similarly to the yield strengthL) The increase of (b) shows a decreasing trend, but the decreasing amplitude is larger; furthermore, once the soil sample is sheared to a remolded state, it is reduced by about 2 orders of magnitude compared to the apparent viscosity in the initial state at the same water content. The apparent viscosity at the yield point is therefore dependent on the structural state of the soil mass and will be very low for weak structures with high water content or post-sheared remodeled secondary structures, and, similarly, the yield viscosity value is related to (ω/ω)L) See equations 3 and 4.
And step 3: based on a shear thinning theory, a sectional type marine product ultra-soft soil rheological strength model is constructed, and the formula is as follows:
in the present embodiment, su,0And su,remTesting the non-drainage shear strength, Pa, of the soil sample in an initial state and a remolded state respectively;
is the shear strain rate s-1(ii) a Wherein, the higher the clay content of the tested soil sample is, the higher the fluidity index value is.
Ultrasofulfma in sea area is a non-Newtonian fluid with shear-thinning characteristics. Based on the shear thinning behavior theory of rheology, the rheology curve can be divided into 3 regions: the first Newton region, the non-Newton region, and the second Newton region are divided according to shear stress and shear strain rate at a macroscopic level, as shown in FIG. 5
And apparent viscosity and shear strain rate
And the change of the soil particle cluster on the microscopic level under the shearing action.
It can be seen that: when the shear begins to occur, the shear strain rate is low, and although the shear orientation effect is slight, the soil body particles are still in the original arrangement state and show the characteristic similar to Newton fluid, and the region is called as a first Newton region; along with the increase of the shear strain rate, the original structural state is gradually changed, the particles are oriented along the shear direction, some cluster connections are sheared, the viscosity is sharply reduced, and the particles enter a non-Newtonian region; when the shear strain rate is further increased to a certain value, the orientation of the particles reaches a limit state, the orientation degree does not change along with the increase of the shear strain rate, the viscosity gradually tends to be constant, and the Newton's law is obeyed again, namely the second Newton region is obtained. Due to the restriction of the viscous flow field stability under high shear strain rate, the natural sea underflow fluid generally cannot reach the second newton's region. Similarly, in the soil mechanics research, the characteristics of link destruction and orientation of soil mass particle clusters under the shearing action are also found, and as shown in fig. 5, it can be seen that the microscopic description of the shearing process under the soil mechanics and hydromechanics framework is the same for the ultra-soft soil with sea volume, in other words, the shear thinning behavior theory under the hydromechanics framework is also suitable for describing the rheological property of the ultra-soft soil with sea volume.
Because the conventional rheological model is difficult to consider the rheological strength characteristics in different shear strain rate ranges, the rheological relation of the marine ultra-soft soil is recommended to be divided into stages, and the rheological model suitable for each stage is adopted to perform piecewise fitting so as to fully describe the rheological characteristics of the marine ultra-soft soil in the full shear strain rate range. Considering that the marine ultra-soft soil in a natural state hardly reaches a very high shear strain rate, the research only discusses a first Newton region and a non-Newton region during stage division, so that the shear strain rate in the test is in a range of 0.001-20 s-1. Next, the classification of the rheological relationship will be described by taking the test results of the kaolin sample with a water content of 110% as an example, and the results are shown in FIGS. 6 and 7, which respectively show the shear strength-shear strain rate
Curve and apparent viscosity-shear strain rate
Log plots.
In FIG. 6, when the shear strain rate is less than 0.015s-1When the shear strength and the shear strain rate are obviously linearly increased, and the linear trend is 0.015s-1Gradually changing into non-linearity, and greatly reducing the increasing rate. Correspondingly, in FIG. 7, the apparent viscosity-shear strain rate curve is also 0.015s-1The bending occurs, so the shear strain rate
The yield point of the soil sample, and the strength and apparent viscosity corresponding to the point are the yield strength and yield viscosity. Thus, the yield point is considered to be the phase division point of the first newton region and the non-newton region.
After the phase division points are determined, the two regions of the shear strength-shear strain rate curve can be represented by a rheological model suitable for each phase. The first Newton region is in a linear growth trend, the viscosity value is high, and the Bingham model can well describe the rheological relation; for the non-Newtonian region, a Herschel-Bulkley model is recommended to be used for fitting, and the model can visually reflect the yield strength and the nonlinear growth trend of the rheological curve and has a remarkable advantage in simulating some non-Newtonian fluids such as detritus or mud. Therefore, based on the shear-thinning behavior theory, the theoretical form of the piecewise rheological strength model of the subsea slip is as follows:
wherein, tauIIs the intensity parameter of the first Newton zone, Pa; ηIAnd ηIIViscosity parameters, Pa · s, of the first newtonian region and the non-newtonian region, respectively; the rheological model is suitable for drawingThe rheological strength of the marine ultra-soft soil in the initial state is described. However, under the action of external disturbance (continuous shearing), the initial structural state of the ultra-soft soil is destroyed, and the strength is gradually reduced until the ultra-soft soil is completely remolded to form a stable secondary structure. Thus, for the remolded state of the marine ultra-soft soil, the first newtonian region is substantially eliminated and its strength can be directly expressed by the Herschel-Bulkley model:
wherein, ηIIIIs the viscosity parameter in the remolded state, pas.
Further, the same classification method as in the above example was employed to obtain classification results of three kinds of soil samples having different water contents, as shown in the following table. It can be seen that: the stage division point range of the kaolin samples with different water contents is 0.011-0.015 s-1The stage division point range of the Bohai sea soil is 0.012-0.020 s-1The stage division point range of the south China sea soil is 0.011 to 0.020s-1(ii) a The critical shear strain rate of the stage division points and the water content of the soil sample have no obvious correlation; however, the variation range of the critical shear strain rate of the Bohai sea soil and the south sea soil is slightly larger than that of the kaolin, which is probably because the marine soft soil with a real texture (containing particles and marine organism debris) has stronger structural property, so that a larger shear strain rate is required for converting the soil sample from elasticity to plasticity. The following table shows the results of the phase division of the three soil samples tested:
to quantify the theoretical form of the piecewise rheological intensity model, the intensity and apparent viscosity parameters in equations 5-1 and 6-1 are normalized by their respective yield values, as shown in FIGS. 8-11, indicating that: with (ω/ω)L) In FIG. 8Intensity parameters (. tau.) of 3 soil samplesI/τy,0) Will fluctuate within a small range (0.41-0.65, average value of data 0.54.) similarly, apparent viscosity parameters (η) in FIGS. 9-11I,ηII,ηIII) Followed by (omega/omega)L) Similar to the intensity parameter, also fluctuates within a certain range, and it is recommended to take the average value within each range when applied (η)I/ηy,0) 0.48 (range 0.28-0.68), (η)II/ηy,0) 0.002 (range 0.001-0.004), (η)III/ηy,rem) 0.032 (range 0.016-0.046).
Therefore, the recommended values of the parameters are substituted into the formulas 5-1 and 5-2, and the semi-theoretical semi-empirical segmented strength model formulas 5 and 6 can be obtained.
And 4, step 4: substituting the characteristic parameters of the rheological curve determined in the step 2 into formulas 5 and 6, obtaining accurate prediction of the rheological strength of the soil sample in the full shear strain rate range, and applying the data to related research and engineering design after obtaining the accurate prediction.
The above description is only a preferred embodiment of the present invention, and the protection scope of the present invention is not limited to the above embodiments, and all technical solutions belonging to the idea of the present invention belong to the protection scope of the present invention. It should be noted that modifications and embellishments within the scope of the invention may occur to those skilled in the art without departing from the principle of the invention, and are considered to be within the scope of the invention.
Claims (2)
1. A computing method for predicting rheological strength of ultra-soft soil with sea area is characterized by comprising the following steps:
step 1: carrying out geotechnical test on the test soil sample according to the current national standard of 'geotechnical test method standard GB/T50123-2019' in China, and determining the water content and the liquid-plastic limit geotechnical parameters of the test soil sample;
step 2: determining yield stress and yield viscosity parameters of a rheological curve according to the basic soil engineering parameter data of the test soil sample determined in the step 1 and formulas 1-4;
τy,0＝133.07(ω/ωL)-8.44(1)
τy,rem＝11.47(ω/ωL)-6.16(2)
ηy,0＝1.04×107(ω/ωL)-8.39(3)
ηy,rem＝5.85×104(ω/ωL)-6.19(4)
and step 3: based on a shear thinning theory, a sectional type marine product ultra-soft soil rheological strength model is constructed, and the formula is as follows:
and 4, step 4: substituting the characteristic parameters of the rheological curve determined in the step 2 into formulas 5 and 6, and obtaining accurate prediction of the rheological strength of the soil sample within the range of the full shear strain rate.
2. The method for calculating rheological strength of ultra-soft soil for predicting sea area according to claim 1: the method is characterized in that: the step 3 further comprises the following steps: shear strain rate corresponding to yield point of marine ultra-soft soil
Generally 0.01 to 0.02s-1Fluidity index n in the initial state0Between 0.10 and 0.60, a fluidity index n in a remolded stateremBetween 0.05 and 0.50.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911164485.7A CN111122348B (en) | 2019-11-25 | 2019-11-25 | Calculation method for predicting rheological strength of ultra-soft soil in marine accumulation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911164485.7A CN111122348B (en) | 2019-11-25 | 2019-11-25 | Calculation method for predicting rheological strength of ultra-soft soil in marine accumulation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111122348A true CN111122348A (en) | 2020-05-08 |
| CN111122348B CN111122348B (en) | 2022-09-06 |
Family
ID=70496557
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911164485.7A Active CN111122348B (en) | 2019-11-25 | 2019-11-25 | Calculation method for predicting rheological strength of ultra-soft soil in marine accumulation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111122348B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112198092A (en) * | 2020-08-24 | 2021-01-08 | 浙江南都电源动力股份有限公司 | Method for testing stability of battery slurry |
| CN115238553A (en) * | 2022-07-27 | 2022-10-25 | 北京科技大学 | Method and system for dividing dangerous area of buried pipeline leakage erosion |
| WO2023087401A1 (en) * | 2021-11-18 | 2023-05-25 | 南方电网科学研究院有限责任公司 | Method for evaluating rheological properties of cross-linked semiconductive shielding material |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1760466A (en) * | 2005-11-02 | 2006-04-19 | 天津城市建设学院 | Groundwork firming agent for soft soil of marine accumulation, and preparation method |
| US20130332089A1 (en) * | 2012-06-10 | 2013-12-12 | Halliburton Energy Services, Inc. | Methods for Predicting Dynamic Sag Using Viscometer/Rheometer Data |
| CN109238924A (en) * | 2018-11-08 | 2019-01-18 | 大连理工大学 | A kind of seabed ultra-soft soil flow intensity adjustable test device and method |
| CN109459292A (en) * | 2019-01-03 | 2019-03-12 | 大连理工大学 | A kind of the seabed Soft Soil Layer preparation facilities and method of large scale physical experiments |
| CN109555099A (en) * | 2019-01-07 | 2019-04-02 | 大连理工大学 | A kind of novel sea soil is complete to flow penetration sounding system and test method |
-
2019
- 2019-11-25 CN CN201911164485.7A patent/CN111122348B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1760466A (en) * | 2005-11-02 | 2006-04-19 | 天津城市建设学院 | Groundwork firming agent for soft soil of marine accumulation, and preparation method |
| US20130332089A1 (en) * | 2012-06-10 | 2013-12-12 | Halliburton Energy Services, Inc. | Methods for Predicting Dynamic Sag Using Viscometer/Rheometer Data |
| CN109238924A (en) * | 2018-11-08 | 2019-01-18 | 大连理工大学 | A kind of seabed ultra-soft soil flow intensity adjustable test device and method |
| CN109459292A (en) * | 2019-01-03 | 2019-03-12 | 大连理工大学 | A kind of the seabed Soft Soil Layer preparation facilities and method of large scale physical experiments |
| CN109555099A (en) * | 2019-01-07 | 2019-04-02 | 大连理工大学 | A kind of novel sea soil is complete to flow penetration sounding system and test method |
Non-Patent Citations (3)
| Title |
|---|
| NING FAN 等: "Piecewise strength model for three types of ultra-soft fine-grained soils", 《SCIENCEDIRECT》 * |
| 范宁: "海底滑坡体的强度特性及其对管线的冲击作用研究", 《中国优秀硕博士学位论文全文数据库（博士） 基础科学辑》 * |
| 鲁双: "海积超软土强度与流变特性试验研究", 《中国优秀硕博士学位论文全文数据库（硕士）工程科技Ⅱ辑》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112198092A (en) * | 2020-08-24 | 2021-01-08 | 浙江南都电源动力股份有限公司 | Method for testing stability of battery slurry |
| WO2023087401A1 (en) * | 2021-11-18 | 2023-05-25 | 南方电网科学研究院有限责任公司 | Method for evaluating rheological properties of cross-linked semiconductive shielding material |
| CN115238553A (en) * | 2022-07-27 | 2022-10-25 | 北京科技大学 | Method and system for dividing dangerous area of buried pipeline leakage erosion |
| CN115238553B (en) * | 2022-07-27 | 2023-03-10 | 北京科技大学 | Method and system for dividing dangerous area of buried pipeline leakage erosion |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111122348B (en) | 2022-09-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111122348B (en) | Calculation method for predicting rheological strength of ultra-soft soil in marine accumulation | |
| Nian et al. | Impact forces of submarine landslides on suspended pipelines considering the low-temperature environment | |
| Zdravkovic et al. | A parametric study of the pull-out capacity of bucket foundations in soft clay | |
| Zhang et al. | Critical conditions of incipient motion of cohesive sediments | |
| Mana et al. | Experimental investigation of reverse end bearing of offshore shallow foundations | |
| Wang et al. | Extrusion, slide, and rupture of an elastomeric seal | |
| Vulpe et al. | Predicting the undrained capacity of skirted spudcans under combined loading | |
| Guo et al. | A methodology for designing test models of the impact of submarine debris flows on pipelines based on Reynolds criterion | |
| Guo et al. | Evaluation of instantaneous impact forces on fixed pipelines from submarine slumps | |
| Tong et al. | Nonlinear creep and swelling behavior of bentonite mixed with different sand contents under oedometric condition | |
| Chen et al. | Stability analysis of suction bucket foundations under wave cyclic loading and scouring | |
| Lei et al. | Effects of frequency and cyclic stress ratio on creep behavior of clay under cyclic loading | |
| Pan et al. | Effects of nanoclay on the rheological properties and resistivity of synthetic based drilling fluids under high temperature | |
| Yang et al. | Effect of silt/clay content on shear wave velocity in the Yellow River Delta (China), based on the cone penetration test (CPT) | |
| Alves et al. | Investigations on the dynamic behavior of a small-diameter pile driven in soft clay | |
| Guo et al. | Improved predictive model for the strength of fluidized seabed sediments with rate effect characteristics by full-scale spherical penetrometer tests | |
| Wu et al. | Reduction of dynamic shear modulus of saturated marine sandy silt under complex stress conditions | |
| Liu | An experimental and numerical study of runout from a tailings dam failure | |
| Dou et al. | Method for estimating initial excess pore pressure during pile jacking into saturated fine-grained soil | |
| Qiu et al. | Numerical simulation of the deep penetration process of spudcans into sand overlying clay using the extended hypoplastic models | |
| Yue et al. | Soil restraint on buried pipelines during oblique relative movements in sand | |
| Biswas et al. | Influence of anisotropic permeability on slope stability analysis of an earthen dam during rapid drawdown | |
| Kim et al. | Experimental evaluation of the effect of the incidence angle and consolidation pressure on the hydraulic resistance capacity of clayey soils | |
| Zhao et al. | Undrained deformation behavior of marine clay under two-way cyclic loading | |
| Zhang et al. | An ANN-based soft-sensor to estimate the sand content of drilling fluid |
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 |