CN111259580A - Numerical simulation method for vacuum preloading drainage consolidation uranium tail slime - Google Patents
Numerical simulation method for vacuum preloading drainage consolidation uranium tail slime Download PDFInfo
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- CN111259580A CN111259580A CN202010024875.0A CN202010024875A CN111259580A CN 111259580 A CN111259580 A CN 111259580A CN 202010024875 A CN202010024875 A CN 202010024875A CN 111259580 A CN111259580 A CN 111259580A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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Abstract
The invention discloses a numerical simulation method for solidifying uranium tailing slurry through vacuum preloading drainage, belonging to the technical field of uranium tailing warehouse safety and comprising the following steps of: establishing a three-dimensional engineering geological model of a set site according to an engineering investigation report; carrying out finite element mesh subdivision on the established three-dimensional engineering geological model to form a finite element calculation model comprising units, nodes and stress integral points; performing vacuum preloading operation on the finite element calculation model; and acquiring various parameter change data of the finite element calculation model, and deducing to obtain the drainage consolidation effect. The method determines the construction parameters of the uranium tailing pond drainage consolidation based on the three-dimensional numerical simulation method, has short simulation period, can reduce the construction cost, does not need field construction, and has low danger coefficient.
Description
Technical Field
The invention relates to a numerical simulation method for solidifying uranium tail slime through vacuum preloading drainage.
Background
A large amount of non-compacted tailing sand and clarified water are stored in the tailing pond, so that the infiltration line of the tailing dam is high, and dam break accidents can happen when the tailing dam encounters heavy storm flood. Compared with tailings ponds in other industries, the uranium tailings pond is used as a large radioactive radiation pollution source formed by storing a large amount of uranium tailings, once a dam break accident occurs, a large amount of radioactive tailings are lost outside the pond, so that the downstream environment is radiated and polluted, and the downstream ecological environment and public health are seriously harmed.
The method adopts a vacuum preloading method to promote the drainage and consolidation of uranium tailing mud, so that a wet uranium tailing pond becomes a dry-stockpiled tailing pond, clear water does not exist in the pond any more, and a tailing pond infiltration line can be eliminated, thereby enhancing the safety of a tailing pond dam body and reducing the risk of dam break. However, before the construction of drainage consolidation of uranium tailing mud by adopting a vacuum preloading method, a field test is required to determine reasonable construction parameters such as the distance between drainage plates, the depth of insertion plates and the like, and the test period is long and the cost is high. Meanwhile, the beach surface of the tailing pond is soft, the construction difficulty is high, and the danger coefficient is high.
Disclosure of Invention
The invention provides a numerical simulation method for solidifying uranium tailing slurry through vacuum preloading drainage, which is used for determining drainage solidification construction parameters of a uranium tailing pond based on a three-dimensional numerical simulation method, and has the advantages of short simulation period, low construction cost, no need of on-site and on-site construction and low risk coefficient.
The technical scheme of the invention is realized as follows:
a numerical simulation method for vacuum preloading drainage consolidation uranium tail slime comprises the following steps:
s1, establishing a three-dimensional engineering geological model of the set site according to the engineering investigation report;
s2, carrying out finite element mesh subdivision on the established three-dimensional engineering geological model to form a finite element calculation model comprising units, nodes and stress integration points;
s3, performing vacuum preloading operation on the finite element calculation model;
and S4, acquiring various parameter change data of the finite element calculation model, and deducing to obtain the drainage consolidation effect.
As a preferred embodiment of the present invention, step S1 specifically includes the following steps:
s101, establishing an initial three-dimensional engineering geological model;
s102, setting a soil layer constitutive model and parameters according to the engineering investigation report;
s103, determining a model boundary condition;
and S104, obtaining a three-dimensional engineering geological model corresponding to the actual situation of the set site.
As a preferred embodiment of the present invention, step S102, the setting of soil constitutive models and parameters according to engineering survey report specifically means
Comprehensively considering indoor test and in-situ test results in the survey report, and selecting values of all parameters of the soft soil constitutive model;
correcting compression index lambda by converting one-dimensional compression modulus Es of test mechanical indexes of soil layer*And modified rebound index kappa*Or determining the corrected compression index lambda according to the variation of the porosity ratio of the tested physical indexes of the soil layer with the stress level*And modified rebound index kappa*。
As a preferred embodiment of the present invention, step S103, determining the boundary condition of the model specifically refers to determining the displacement boundary constraint condition of the determined model by using a standard boundary constraint condition.
As a preferred embodiment of the invention, the earth surface is a free boundary, the bottom is full constraint, and the periphery is normal constraint; the hydraulic boundary is free drainage on the earth surface, the periphery is a constant head boundary, and the bottom is impervious;
the plastic drainage plate adopts a linear drainage unit and corresponds to a linear drainage boundary in the soil body; the sealing wall adopts a non-permeable interface unit.
As a preferred embodiment of the present invention, S3, the performing the vacuum preloading operation on the finite element calculation model specifically includes
A vacuum load of 80kPa is applied in a finite element calculation model, and when the vacuum degree under the film reaches 80kPa, the vacuum is continuously pumped for 140 days.
As a preferred embodiment of the present invention, step S4 specifically includes the following steps:
s401, analyzing the horizontal displacement, sedimentation and hyperstatic pore pressure change conditions of the stratum of the vacuum preloading area and the time-varying conditions of sedimentation and pore pressure according to the numerical simulation result;
s402, selecting reasonable vacuum preloading construction parameters;
s403, quantitatively evaluating the drainage consolidation effect.
The invention has the beneficial effects that: the uranium tailing pond drainage consolidation construction parameters are determined based on a three-dimensional numerical simulation method, the simulation period is short, the construction cost can be reduced, the site and field construction is not needed, and the risk coefficient is low.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
FIG. 1 is a flow chart of a numerical simulation method for vacuum preloading drainage consolidation of uranium tail slime according to an embodiment of the present invention;
FIG. 2 is a model of the formation distribution in the vacuum preloading region;
FIG. 3 is a model of a vacuum pre-pressed drain on a site;
FIG. 4 is a finite element mesh model of a vacuum preloading region;
FIG. 5 is a diagram of a deformation of the foundation in the vacuum preloading area;
FIG. 6 is a cloud view of a stratum subsidence in a vacuum preloading region;
FIG. 7 is a horizontal displacement cloud chart of a formation in a vacuum preloading region;
figure 8 is a plot of formation settling versus time for a vacuum preloading region.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1, the invention provides a numerical simulation method for vacuum preloading drainage consolidation uranium tail slime, which comprises the following steps:
s1, establishing a three-dimensional engineering geological model of the set site according to the engineering investigation report;
step S1 specifically includes the following steps:
s101, establishing an initial three-dimensional engineering geological model;
s102, setting a soil layer constitutive model and parameters according to the engineering investigation report;
combining the physical and mechanical characteristics of the soil layer of the field, selecting a constitutive model which can well simulate the soil layer mechanics, deformation and consolidation properties. The soft soil constitutive model considers the correlation (logarithmic compression law) of soil layer rigidity and stress, can distinguish loading and unloading processes, has memory on early consolidation stress, considers the change of porosity ratio and permeability and the like.
Comprehensively considering indoor test and in-situ test results in the survey report, and selecting values of all parameters of the soft soil constitutive model; correcting compression index lambda by converting one-dimensional compression modulus Es of test mechanical indexes of soil layer*And modified rebound index kappa*Or determining the corrected compression index lambda according to the variation of the porosity ratio of the tested physical indexes of the soil layer with the stress level*And modified rebound index kappa*。
S103, determining a model boundary condition; and determining displacement boundary constraints of the determined model by adopting standard boundary constraints.
The earth surface is a free boundary, the bottom is full constraint, and the periphery is normal constraint; the hydraulic boundary is free drainage on the earth surface (same as the drainage condition of a sand cushion layer on the original mud surface), the periphery is a constant head boundary (same as the hydraulic supply condition around the field), and the bottom is impermeable (different from the drainage condition of a micro permeable layer which is not completely disclosed). The plastic drainage plate is simulated by adopting a linear drainage unit, and the unit corresponds to a linear drainage boundary in a soil body, can be used as a common drainage body and can also represent a drainage body with vacuum degree. The sealing wall is made of materials with extremely weak water permeability, so that a non-permeable interface unit is adopted.
And S104, obtaining a three-dimensional engineering geological model corresponding to the actual situation of the set site.
S2, carrying out finite element mesh subdivision on the established three-dimensional engineering geological model to form a finite element calculation model comprising units, nodes and stress integration points;
s3, performing vacuum preloading operation on the finite element calculation model; the initial condition of the model is calculated according to the stress field of normally consolidated soft clay, the problem of vacuumizing efficiency is considered, a vacuum load of 80kPa is applied to the finite element calculation model, and vacuumizing is continuously carried out for 140 days when the vacuum degree under the membrane reaches 80 kPa.
And S4, acquiring various parameter change data of the finite element calculation model, and deducing to obtain the drainage consolidation effect.
Step S4 specifically includes the following steps:
s401, analyzing the horizontal displacement, sedimentation and hyperstatic pore pressure change conditions of the stratum of the vacuum preloading area and the time-varying conditions of sedimentation and pore pressure according to the numerical simulation result;
s402, selecting reasonable vacuum preloading construction parameters;
s403, quantitatively evaluating the drainage consolidation effect.
The invention is further described with reference to the following figures and specific application examples:
the first embodiment is as follows:
the beach area of a certain uranium tailing pond reaches 1.36km2And a large amount of uranium tail slime and titanium white slime are stockpiled in the beach face.
Establishing a site engineering geological model
According to the survey report, the beach surface stratum of the tailing pond presents non-uniformly distributed characteristics, and a plurality of characteristic drill holes are needed to control a stratum model, as shown in figure 2. In order to reduce the influence of the boundary conditions of the model on the test field area, the boundary range of the stratum model is 160m in the east-west direction and 100m in the north-south direction. The maximum depth of the stratum is 25m under the limit of the exposed depth of the engineering exploration drilling hole.
Soil layer constitutive model and parameters
Because the titanium dioxide mud and the tailing mud in the field are both soft soil with high compressibility, high water content and large pore ratio, the field is a soft clay foundation close to saturation. The mechanical property, deformation and consolidation of the soil layer can be well simulated by adopting a soft soil model which is an advanced constitutive model in finite element software PLAAXIS. The soft soil model considers the correlation (logarithmic compression law) of soil layer rigidity and stress, can distinguish loading and unloading processes, has memory on early consolidation stress, can consider the change of porosity ratio and permeability and the like. The soft soil model follows the Moore-Coulomb failure criterion, with its plastically yielding surface comprising the Moore-Coulomb yielding surface and the yielding cap determined by the isotropic early consolidation stress.
And (4) comprehensively considering indoor test and in-situ test results in the survey report, and selecting values of all parameters of the soft soil constitutive model. For the value of the soil layer rigidity parameter, two index conversion methods are respectively adopted, firstly, a corrected compression index lambda and a corrected rebound index kappa are converted by using a test mechanical index one-dimensional compression modulus Es of the soil layer, wherein the compression modulus Es is obtained by an investigation test; and secondly, determining the two indexes by utilizing the change of the porosity ratio of the test physical indexes of the soil layer along with the stress level. The soil layer parameters used in the model are shown in table 1.
TABLE 1 soil layer constitutive model and parameter value-taking table
Analyzing model boundary conditions
As shown in fig. 3, the displacement boundary of the model adopts standard boundary constraint conditions, i.e., the earth surface is a free boundary, the bottom is a full constraint, and the periphery is a normal constraint; the hydraulic boundary is free drainage on the earth surface (same as the drainage condition of a sand cushion layer on the original mud surface), the periphery is a constant head boundary (same as the hydraulic supply condition around the field), and the bottom is impermeable (different from the drainage condition of a micro permeable layer which is not completely disclosed).
The plastic drainage plate has good drainability and smooth drainage, and is used as a drainage channel for vacuum preloading in the example. The drainage plate in the model is simulated by adopting a linear drainage unit, and the unit corresponds to a linear drainage boundary in a soil body, can be used as a common drainage channel and can also represent a drainage channel with vacuum degree. The sealing wall is made of materials with extremely weak water permeability, so that the sealing wall is simulated by a non-permeable interface unit.
Finite element model and analysis parameters
As shown in fig. 4, the established numerical model is subjected to finite element mesh subdivision to form a finite element calculation model including cells, nodes, and stress integration points. The model included 227369 tetrahedral cells, 330755 nodes, an average cell size of 2.17m, and a minimum cell size of 0.05 m.
The initial condition of the model is calculated according to the stress field of normally solidified soft clay, the problem of vacuumizing efficiency is considered, and vacuum load of 80kPa is applied to the model. When the vacuum degree under the film reaches 80kPa, the vacuum is continuously pumped for 140 days so as to observe the consolidation effect of the stratum in the vacuum consolidation period of 90 days.
Analyzing simulation results
And analyzing the horizontal displacement, sedimentation and ultra-static pore pressure change conditions of the stratum of the vacuum preloading area, the sedimentation and pore pressure change conditions along with time and the like according to the numerical simulation result. In the example, after the vacuum is pumped for 140 days, the stratum in the vacuum-pumping area is greatly settled, meanwhile, the stratum on two sides are greatly horizontally displaced into the vacuum-pumping area, the deformation condition of the foundation is shown in fig. 5, and fig. 5 shows that the maximum value of a deformation grid | u | (enlarged by 5.00 times) (the time is 140 days) is 1.964m (the unit 105 is at the node 8035). The ground surface settlement of the area is in a form that the center area is maximum and the two sides are gradually reduced, and the maximum settlement of the foundation can reach 1.96m, as shown in figure 6. The horizontal displacement direction of the regional foundation points to the center of the vacuum region, the horizontal displacement of the boundary position of the vacuum region is the largest, and the maximum horizontal displacement can reach 1.42m, as shown in figure 7. Displacement and pore pressure monitoring points are arranged at the center of the vacuum preloading area and are respectively positioned at the positions near the ground surface and at the depths of 4m, 8m, 14m and 20m below the ground surface, the settlement-time curve of each monitoring point is shown in figure 8, as can be seen by the group of curves, the settlement of the deep stratum is less than that of the shallow stratum, and the settlement of each monitoring point basically tends to be stable after the vacuum pumping is carried out for 140 days. In the embodiment, reasonable vacuum preloading construction parameters such as the space between the drainage plates are selected, and the drainage consolidation effect is quantitatively evaluated.
The invention provides a numerical simulation method for vacuum preloading drainage consolidation uranium tail slime, which is low in cost and free of potential safety hazard, and can effectively determine vacuum preloading construction parameters and visually check the vacuum preloading effect. The invention has the following advantages:
1) filling the blank of a numerical method simulation vacuum preloading drainage consolidation uranium tail slime method
The invention provides a numerical simulation method for solidifying uranium tailing slurry through vacuum preloading drainage, which fills the blank of a numerical simulation method for solidifying uranium tailing slurry through vacuum preloading drainage.
2) Short cycle
The numerical simulation simulates the vacuum preloading construction parameters and the drainage consolidation effect by establishing a vacuum preloading numerical model. The time from establishing a numerical model and carrying out simulation to obtaining a simulation result and analyzing is only a few days, which is far shorter than the time of at least 90 days required by a vacuum preloading field test.
3) Low cost
The numerical simulation method does not need field construction, and the cost of personnel, equipment and the like is greatly lower than that of a vacuum preloading field test.
4) Has high safety
The computer is adopted to simulate the vacuum preloading drainage consolidation uranium tailing mud, and the field construction is not needed, so that the construction safety accidents can be avoided, and the numerical simulation method has high safety.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (7)
1. A numerical simulation method for vacuum preloading drainage consolidation uranium tail slime is characterized by comprising the following steps:
s1, establishing a three-dimensional engineering geological model of the set site according to the engineering investigation report;
s2, carrying out finite element mesh subdivision on the established three-dimensional engineering geological model to form a finite element calculation model comprising units, nodes and stress integration points;
s3, performing vacuum preloading operation on the finite element calculation model;
and S4, acquiring various parameter change data of the finite element calculation model, and deducing to obtain the drainage consolidation effect.
2. The numerical simulation method for vacuum preloading drainage consolidation uranium tailing slurry according to claim 1, wherein the step S1 specifically comprises the following steps:
s101, establishing an initial three-dimensional engineering geological model;
s102, setting a soil layer constitutive model and parameters according to the engineering investigation report;
s103, determining a model boundary condition;
and S104, obtaining a three-dimensional engineering geological model corresponding to the actual situation of the set site.
3. The numerical simulation method for vacuum preloading drainage consolidation uranium tail ore mud according to claim 2, wherein the step S102 of setting a soil layer constitutive model and parameters according to engineering survey report specifically means
Comprehensively considering indoor test and in-situ test results in the survey report, and selecting values of all parameters of the soft soil constitutive model;
correcting compression index lambda by converting one-dimensional compression modulus Es of test mechanical indexes of soil layer*And modified rebound index kappa*Or determining the corrected compression index lambda according to the variation of the porosity ratio of the tested physical indexes of the soil layer with the stress level*And modified rebound index kappa*。
4. The numerical simulation method for vacuum preloading drainage consolidation uranium tailing slurry according to claim 2, wherein the step S103 of determining the boundary condition of the model specifically refers to
And determining displacement boundary constraints of the model by adopting standard boundary constraints.
5. The numerical simulation method for vacuum preloading drainage consolidation uranium tail slime according to claim 4, wherein the ground surface is a free boundary, the bottom is fully constrained, and the periphery is normally constrained; the hydraulic boundary is free drainage on the earth surface, the periphery is a constant head boundary, and the bottom is impervious;
the plastic drainage plate adopts a linear drainage unit and corresponds to a linear drainage boundary in the soil body; the sealing wall adopts a non-permeable interface unit.
6. The numerical simulation method for vacuum preloading drainage consolidation uranium tailing slurry according to claim 1, wherein S3, the vacuum preloading operation performed on the finite element calculation model specifically comprises
A vacuum load of 80kPa is applied in a finite element calculation model, and when the vacuum degree under the film reaches 80kPa, the vacuum is continuously pumped for 140 days.
7. The numerical simulation method for vacuum preloading drainage consolidation uranium tailing slurry according to claim 1, wherein the step S4 specifically comprises the following steps:
s401, analyzing the horizontal displacement, sedimentation and hyperstatic pore pressure change conditions of the stratum of the vacuum preloading area and the time-varying conditions of sedimentation and pore pressure according to the numerical simulation result;
s402, selecting reasonable vacuum preloading construction parameters;
s403, quantitatively evaluating the drainage consolidation effect.
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Application publication date: 20200609 |