CN111122348B - Calculation method for predicting rheological strength of ultra-soft soil in marine accumulation - Google Patents
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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; and 2, step: 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, strength characteristic evaluation of the ultra-soft soil of the sea area 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 average effective stress, shear strength and water content (or porosity ratio) when a soil body is damaged according to a critical damage theory, but because the mechanical properties of the ultra-soft soil of the sea area and common land soft soil have great difference, the soil body has extremely high water content, extremely low strength, is mostly in a flow state, and the strength is obviously influenced by the shear strain rate, and the strength calculation method of the traditional 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 method for calculating the rheological strength of the ultra-soft soil with the sea area.
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;
τ y,0 ＝133.07(ω/ω L ) -8.44 (1)
τ y,rem ＝11.47(ω/ω L ) -6.16 (2)
η y,0 ＝1.04×10 7 (ω/ω L ) -8.39 (3)
η y,rem ＝5.85×10 4 (ω/ω L ) -6.19 (4)
and step 3: based on a shear thinning theory, a sectional type sea area 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 -1 Fluidity index n in the initial state 0 Between 0.10 and 0.60, a fluidity index n in a remolded state rem Between 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, and the shear is realizedThe strain rate has wide application range even under the working condition of low shear strain rate (for example, the shear strain rate is 0.001s to 0.001 s) -1 Suitable for tidal reclamation projects) and very high operating conditions (e.g.: shear strain rate 100s -1 Suitable for submarine landslide disaster prevention engineering), is convenient for engineering application, and the extreme range can still obtain good effect, 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 the flexural viscosity and the (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 diagram showing the shear thinning behavior theory and the corresponding shear change relationship of the microscopic soil;
FIG. 6 is a graph showing a shear strength-shear strain rate curve without drainage;
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 of the normalized relationship between the apparent viscosity parameter III and (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 tested soil sample determined in the step 1 and formulas 1-4;
τ y,0 ＝133.07(ω/ω L ) -8.44 (1)
τ y,rem ＝11.47(ω/ω L ) -6.16 (2)
in this embodiment, τ y,0 And τ y,rem Respectively testing the yield stress, Pa, of the soil sample in an initial (soil sample in situ) and remolded (soil sample fully disturbed) state; omega is the water content of the test soil sample; omega L In order to test the liquid limit water content of the soil sample, the ultra-soft soil in the sea area, 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 at the moment is defined as the yield strength, which is a very important rheological parameter and reflects the transformation of the fluid from elasticity to plasticity, and the position of a rheological curve where the yield strength is located is the yield point shown in the previous section. 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 three soil samples are obtained by a combined test method in different aspectsThe yield strength result in the water content state takes the property difference of different soil bodies into consideration, and the water content/liquid limit (omega/omega) is adopted L ) 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 shearing stress can cause the underflow body 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.
η y,0 ＝1.04×10 7 (ω/ω L ) -8.39 (3)
η y,rem ＝5.85×10 4 (ω/ω L ) -6.19 (4)
In this embodiment, η y,0 And η y,rem The 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 a soil body, and the analysis is carried out in the text, as shown in fig. 3 and 4, in the figures, because the magnitude change of the apparent viscosity value is generally large, the ordinate adopts a logarithmic form, is similar to the yield strength, and the apparent viscosity is also along with (omega/omega) L ) The increase of (b) shows a decreasing trend, but the decreasing amplitude is larger; furthermore, once the soil sample is sheared to the remodeled state, it is reduced by about 2 times compared to the apparent viscosity of the initial state at the same water contentOrders of magnitude. 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 3, 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, s u,0 And s u,rem Testing 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 clusters 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 a slight shear orientation effect exists, soil particles are still in an original arrangement state and show the characteristics similar to Newton fluid, and the first Newton zone is called; along with the increase of the shearing strain rate, the original structural state gradually changes, the particles are oriented along the shearing direction, some cluster connections are sheared, the viscosity is sharply reduced, and then 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 any more, the viscosity gradually tends to be constant, and the Newton's law is obeyed again, namely, the second Newton region is formed. 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 procedure of the phase division of the rheological relationship will be described by taking the test results of the kaolin sample with the water content of 110% as an example, and the shear strength-shear strain rate are shown in FIGS. 6 and 7
Curve and apparent viscosity-shear strain rate
Log double relationship curve.
In FIG. 6, when the shear strain rate is less than 0.015s -1 When the shear strength and the shear strain rate are obviously linearly increased, and the linear trend is 0.015s -1 Gradually 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 -1 The bending occurs at the place, 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 staging points are determined, the two regions of the shear strength-shear strain rate curve can be represented using a rheological model appropriate for each stage. 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 intuitively reflect the yield strength and the nonlinear growth trend of the rheological curve, so that the model 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, tau I Is the intensity parameter, Pa, of the first Newtonian region; eta I And η II Viscosity parameters of the first Newtonian region and the non-Newtonian region respectively, Pa · s; the rheological model is suitable for describing the rheological strength of the ultra-soft soil in the initial state. 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 Newton zoneEssentially vanishing, its intensity can be directly represented by the Herschel-Bulkley model:
wherein eta is III Is the viscosity parameter in the remolded state, pas.
Further, the same staging method as in the above example was used to obtain the results of staging three 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 -1 The stage division point range of the Bohai sea soil is 0.012-0.020 s -1 The 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 ) Increase in intensity parameter (. tau.) for the 3 soil samples in FIG. 8 I /τ y,0 ) Will fluctuate over a small range (0.41-0.65, average value of data 0.54). By analogy, apparent viscosity parameter (. eta.) in FIGS. 9-11 I ,η II ,η III ) Followed by (omega/omega) L ) The variation condition of (2) is similar to the intensity parameter and fluctuates in a certain range, and the average value in each range is recommended when the method is applied: (η) I /η y,0 ) Is 0.48 (range 0.28-0.68), (eta) II /η y,0 ) 0.002 (range 0.001-0.004), (eta) III /η y,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 scope of the present invention is not limited to the above embodiments, and all technical solutions that belong to the idea of the present invention belong to the scope of the present invention. It should be noted that modifications and adaptations to those skilled in the art without departing from the principles of the present invention should also be considered as within the scope of the present invention.
Claims (1)
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;
τ y,0 ＝133.07(ω/ω L ) -8.44 (1)
τ y,rem ＝11.47(ω/ω L ) -6.16 (2)
η y,0 ＝1.04×10 7 (ω/ω L ) -8.39 (3)
η y,rem ＝5.85×10 4 (ω/ω L ) -6.19 (4)
the τ y,0 and τ y, rem are yield stress of the tested soil sample in initial and remodeling states respectively, wherein the initial state refers to that the soil sample is in situ, and the remodeling state refers to that the soil sample is fully disturbed, Pa; omega is the water content of the test soil sample; omega L is the liquid limit water content of the test soil sample; the eta y,0 and the eta y, rem are respectively the yield viscosity, Pa & s, of the tested soil sample in the initial and remolded states;
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:
the su,0 and the su, rem are respectively the non-drainage shear strength Pa of the test soil sample in the initial state and the remolded state;
is a shear strain rate s-1; shear strain rate corresponding to yield point of the marine product ultra-soft soil
Is 0.01 to 0.02s -1 Fluidity index n in the initial state 0 Between 0.10 and 0.60, a fluidity index n in a remolded state rem Between 0.05 and 0.50;
and 4, step 4: substituting the characteristic parameters of the rheological curve determined in the step 2 into formulas 5 and 6, so as to obtain accurate prediction of the rheological strength of the soil sample within the full shear strain rate range.
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