阅读说明：本技术 地下水库增湿作用下土-结构相互作用计算方法 (Method for calculating soil-structure interaction under humidification of underground reservoir ) 是由 姚晓亮 刘晓东 杜欣谕 马宗源 王松鹤 张昭 张恒 于 2021-08-24 设计创作，主要内容包括：本发明公开的一种地下水库增湿作用下土-结构相互作用计算方法,具体为：构建调蓄水库混凝土几何结构、土体几何结构模型；设置土体、水库混凝土材料各参数；定义“广义拉伸”、压力函数变量、土的强度指标和模量关于有效饱和度函数变量；设置各边界条件；设置水体“流体属性”“基本属性”各参数；添加“研究”并计算“研究1”；对水库边界再次进行“布尔操作和分割”；设定“理查兹方程”参数；基于“研究1”,使用“辅助扫描”添加水库注水功能；设定“研究2”时间单位、时间步；添加并设定“固体力学”各参数条件；基于“研究2”,添加并设定“研究3”；结果计算后数据成图。该方法能够实现地下水库未渗漏阶段、渗漏阶段的数值计算,可得到不同储水高度以及自重与土体荷载条件下未发生渗漏时水库结构和土体的受力情况或不同渗漏时间段水库结构的受力情况。(The invention discloses a method for calculating soil-structure interaction under the humidification effect of an underground reservoir, which comprises the following steps: building a regulating reservoir concrete geometric structure and a soil mass geometric structure model; setting various parameters of soil body and reservoir concrete materials; defining generalized tension, pressure function variables, strength indexes and modulus of soil relative to effective saturation function variables; setting each boundary condition; setting parameters of 'fluid attribute' and 'basic attribute' of a water body; add study and calculate study 1; performing Boolean operation and segmentation on the boundary of the reservoir again; setting parameters of a rational inquiry equation; based on the research 1, the auxiliary scanning is used for adding a reservoir water injection function; setting a research 2 time unit and a time step; adding and setting various parameter conditions of 'solid mechanics'; based on "study 2", add and set "study 3"; the result is calculated and the data is mapped. The method can realize numerical calculation of the non-leakage stage and the leakage stage of the underground reservoir, and can obtain the stress conditions of the reservoir structure and the soil body or the stress conditions of the reservoir structure in different leakage time periods when the leakage does not occur under the conditions of different water storage heights, self weights and soil body loads.)

1. A method for calculating soil-structure interaction under the humidification effect of an underground reservoir is characterized by comprising the following steps:

step 1: building a regulating reservoir concrete geometric structure and a soil mass geometric structure model;

step 2: setting various parameters of soil body and reservoir concrete materials;

and step 3: defining generalized tension, pressure function variables, strength indexes and modulus of soil relative to effective saturation function variables;

and 4, step 4: setting solid mechanics and setting boundary conditions; increasing a rational-looking-Z equation and dividing grids;

and 5: setting parameters of 'fluid attribute' and 'basic attribute' of a water body;

step 6: add study and calculate study 1;

and 7: performing Boolean operation and segmentation on the boundary of the reservoir again;

and 8: setting parameters of a rational inquiry equation;

and step 9: based on the research 1, the auxiliary scanning is used for adding a reservoir water injection function; adding and setting a research 2 time unit and a time step;

step 10: adding and setting solid mechanics and setting various parameter conditions;

step 11: based on "study 2", add and set "study 3";

step 12: the result is calculated and the data is mapped.

2. The method for calculating the soil-structure interaction under the humidification effect of the underground reservoir as claimed in claim 1, wherein the step 1 is implemented by the following steps:

step 1.1: opening COMSOL software, building a ' click ' model guide ', and then clicking two dimensions in a ' selection space dimension ';

step 1.2: the step is connected, a physical field selecting interface is entered, a structural mechanics module is selected, and a physical field interface- 'solid mechanics' is selected and added in the module tree;

step 1.3: the next step, then click on "study", click on "general study" in "selection study" and select "steady state" in the plate tree; click "done" after;

step 1.4: the next step is carried out, and a reservoir and soil mass geometric model is constructed to enter a next interface; selecting geometry in the model developer, selecting rectangle by right key geometry, and taking the rectangle A as a soil structure; respectively setting the width as a and the height as b in the size and the shape of the geometric setting, and clicking the setting window to construct a selected object; then drawing a rectangle B, respectively setting the width of the rectangle C and the height of the rectangle D in the size and the shape of the geometric setting by the right key geometric selection; selecting 'edit' in the 'graph' window bar to move the rectangle B to the middle of the rectangle A, and selecting 'Boolean operation and division' lower 'difference set' in the 'geometry' in the menu bar; then selecting and activating an object to be added as a rectangle A in the difference set, selecting and activating an object to be subtracted as a rectangle B, and clicking 'constructing a selected object'; then go back to the "geometric" right key "rectangle" to draw the rectangle B with "width" of c "and" height "of d₂The size of the B is consistent with that of the B, and clicking and drawing are performed; select edit in the "graphics" column to compare B₂The position is determined to be the blank position of the rectangle A; the same principle as the above steps is adopted, and then the drawing is carried outMaking a rectangle C with the width e and the height f, moving the rectangle C to the middle of the rectangle B, subtracting the rectangle C from the rectangle B by using a difference set, and clicking 'constructing a selected object' to obtain a non-upright frame structure D in the water reservoir; adding upright columns, selecting a rectangle by a right key 'geometry', and sequentially arranging a plurality of upright columns E, F, G … with the width of g and the height of h; uniformly distributing the positions of the stand columns in the rectangular D structure, then using ' Boolean operation and segmentation ' union ', using the reservoir frame D and the stand columns E, F, G … as union objects, and clicking ' construction of selected objects '; thus, the surrounding soil body-domain 1 and the reservoir structure-domain 2 are obtained.

3. The method for calculating the soil-structure interaction under the humidification effect of the underground reservoir as claimed in claim 1, wherein the step 2 is implemented by the following steps:

step 2.1: in a model developer, a right key is used for selecting a material and modifying a blank material into soil, setting a geometric entity layer and a domain to be 1 and activating; finding out the cohesive force and the internal friction angle from the material properties, adding the cohesive force and the internal friction angle to the material property detail, and sequentially inputting the Young modulus, the Poisson ratio, the density, the cohesive force and the internal friction angle of the soil; the right key is used for changing 'material' selection 'empty material' into 'concrete', setting 'geometric solid layer' and 'domain' as '2' and activating; finding out uniaxial tensile strength, uniaxial compressive strength and biaxial compressive strength from the material properties, increasing the uniaxial tensile strength, the uniaxial compressive strength and the biaxial compressive strength to the material property detail, and sequentially inputting the Young modulus, the Poisson ratio, the density, the uniaxial tensile strength, the uniaxial compressive strength and the biaxial compressive strength of the concrete;

step 2.2: in the model developer, the last "build assembly" of the "geometry" tree is selected and all regions are selected.

4. The method for calculating the soil-structure interaction under the humidification effect of the underground reservoir as claimed in claim 1, wherein the step 3 is implemented by the following steps:

step 3.1: in a model developer, right-clicking to define that generalized stretching is selected under component coupling, selecting boundaries on a geometric solid layer of a graphical interface, taking the upper and lower boundaries of a rectangular D structure as source selection, and modifying target mapping and x and y into capitalization; modifying the source coordinate system in the source into a material (X, Y, Z); clicking ' definition ' to select ' generalized stretching ' under ' component coupling ', selecting ' boundary ' on a ' graphical ' interface ' geometric entity layer ', selecting ' source ' by taking the left and right boundaries of a rectangular D structure, and modifying ' target mapping ' x, y ' into capitalization; modifying the source coordinate system in the source into a material (X, Y, Z);

step 3.2: defining 'right key selection' variable 'under' model developer 'component', setting water pressure function of side edge and bottom edge, i.e. side edge function is load function of pressure varying with reservoir height₁＝H*9.8*(h₁<y<h₂) And setting the vertical pressure, load, of the reservoir bottom varying with the water level height₂Water _ h 9.8; adding 15.8 log (dl.Se) +98.3 ″, C ═ log (dl.Se) +, By interpolation, under "global definition", we choose "interpolation" to input t values and their functions f (t), i.e., "f (0.6) ═ 11000000, f (0.7) ═ 10000000, f (0.75) ═ 9500000, f (0.8) ═ 9000000, f (0.85) ═ 8500000, f (0.9) ═ 8000000, f (0.95) ═ 7500000, f (1.0) ═ 7000000, f (1.05) ═ 6900000"; "E ═ Eint (dl.se)" is written in "variable" under "definition" of "component"; in the "global definition" right key "variable" setting "H ═ y-H₁)*(h₁<y<h₂) "and water _ h is 0, wherein h is₁Is the initial position of water injection at the bottom edge of the reservoir, h₂Is the upper limit of reservoir water injection, and water _ h is the reservoir water storage height.

5. The method for calculating the soil-structure interaction under the humidification effect of the underground reservoir as claimed in claim 1, wherein the step 4 is implemented according to the following steps:

step 4.1: under the model developer, solid mechanics, right key selection of linear elastic material, soil plasticity and concrete are adopted; wherein, the part of 'soil plasticity' selection 'domain 1', the part of 'concrete' selection 'domain 2', the 'yield criterion' adopts 'Drucker-Prager' and selects 'matching Moore-Coulomb criterion', and the cohesion and the internal friction angle are both selected from 'from materials';

step 4.2: selecting 'gravity' from 'physical field' and 'domain' of menu bar, and using its action domain as all domains; selecting a 'fixed constraint' action boundary from the 'boundaries' as a lower boundary of the domain 1; and selecting 'symmetrical' action boundaries as the left and right boundaries of the domain 2; selecting 'specified displacement' in the 'boundary', and sequentially using the 'specified displacement' as specified displacement in the x direction and the y direction; adding a first group of ' designated displacement ', selecting the left and right outer boundaries of the domain 2, and in ' setting ', designating displacement ' checking ' designation in the x direction ' and writing the operator name ' genext1(x) ' of the generalized stretch in the ' definition ' above; adding the upper and lower outer boundaries of the second group of ' specify displacement ' boundary selection field 2, in ' set ' specifying displacement ' checking ' specifying in y direction ' and writing the generalized stretched operator name ' genext1(y) ' in the ' definition ' above;

step 4.3: selecting boundary load in the physical field in the menu bar, adding a first group of boundary load to select the inner wall of the reservoir along the height direction, and adding load in the definition₁", adding a second set of" boundary loads "to select the bottom wall of the reservoir interior and adding the" load "from the previous" definition "to the" force₂”；

Step 4.4: the 'physical field' and 'the added physical field' are selected from the menu bar, and the 'rational-Chatz equation' in the 'porous medium and underground water flow' is selected from the 'fluid flow' interface.

6. The method for calculating the soil-structure interaction under the humidification effect of the underground reservoir as claimed in claim 1, wherein the step 5 is implemented according to the following steps:

step 5.1: under the 'richtz equation', selecting a domain 1 and a domain 2 in 'setting'; under "fluid Properties", the density was set to "1000 kg/m³"; setting a porous material as a soil body material, a saturated liquid volume fraction and a residual liquid volume fraction in the basic attribute, and obtaining according to a geological survey report of the region; "permeability model" selected "hydraulic conductivity"; obtaining according to a geological survey report; and selecting ' linear water storage ' from ' water storage model ', and setting ' compressibility of fluid ' to be ' 4.4e-10[1/Pa]"," effective compressibility of matrix "was" 10e-6[1/Pa]"; selecting 'van Genuchten' and 'alpha, n and l' of 'constitutive relation constant' for the 'retention model' to be obtained according to a survey report;

step 5.2: an "initial value" to locate a "model developer"; positioning to the setting of the initial value, and selecting all the areas; selecting "pressure head" setting "H_p-0.1m "; the "richtz equation" right key positioned under the "model developer" selects "pressure head".

7. The method for calculating the soil-structure interaction under the humidification effect of the underground reservoir as claimed in claim 1, wherein the step 6 is implemented by the following steps:

based on the "pressure head" setting; returning to the "geometric" setting; calculate "study 1" under "solid mechanics"; positioning to the result of a menu bar, selecting a two-dimensional drawing group, clicking to select the surface by right click, positioning to the setting, selecting the data set of the data as solid mechanics, clicking the surface of a model developer, positioning to the expression in the setting, inputting solid pm, and clicking to draw; obtaining a stress cloud picture of the upright column under the elastic stress of the gravity of the surrounding soil body and the self gravity, obtaining a stress distribution diagram of the bottom of the upright column, roughly measuring to obtain the horizontal projection length of the gentle transition of the bottom stress of the upright column from a slope section, and taking the length as the infiltration end of the seepage area of the upright column of the front 'physical query equation';

step 7 is specifically implemented according to the following steps:

then positioning back to the 'geometric' part of the 'model developer', and selecting 'split edges' under 'Boolean operation and split' in the menu bar; returning to the graph area, dividing the seepage ends with corresponding lengths based on the length of the seepage projection area selected in the front, and respectively obtaining seepage edges under each stand column;

step 8 is specifically implemented according to the following steps:

positioning back to the "Riekz equation", right clicking the "Riekz equation" under the "model developer" to select "pressure head", positioning to the "boundary selection" of the "setting" part to select the seepage edge set in the previous step, inputting "H" at the "pressure head_p0＝0.2m”。

8. The method for calculating the soil-structure interaction under the humidification of the underground reservoir as claimed in claim 1, wherein the step 9 is implemented by the following steps:

step 9.1: positioning to 'solid mechanics', and correspondingly calculating 'research 1'; positioning to 'setting', selecting 'only solid mechanics' in 'physical field and variable selection'; selecting auxiliary scanning under research expansion; selecting "water _ h" to set "parameter value list" namely "range (h)₁,1,h₂)”(h₁Is the initial position of water injection at the bottom edge of the reservoir, h₂Is the reservoir water injection upper limit); click "calculate";

step 9.2: locate to menu bar: click "study" select "add study" select "transient under" general study "; positioning to 'setting', selecting 'time unit' as'd', and setting 'time step' as 'range (0,3, 90)'; selecting only a physical field and variable selection; setting and selecting user control, selecting solution, selecting research 1, selecting automatic parameter value water _ h and defaulting the rest under the variable value; click "calculate".

9. The method for calculating the soil-structure interaction under the humidification of the underground reservoir as claimed in claim 1, wherein the step 10 is implemented by the following steps:

step 10.1: positioning back to the 'physical field' of the menu bar, selecting 'adding the physical field', and selecting 'solid mechanics' under 'structural mechanics'; the physical field was added and renamed "solid mechanics (two)"; positioning to 'solid mechanics (II)' of 'model developer', right key 'linear elastic material', selecting 'soil plasticity', 'concrete' and 'external stress'; positioning to a linear elastic material, selecting the domains 1 and 2 as domain selection, selecting the Young modulus as user-defined input E, and defaulting the rest; positioning to ' soil plasticity ' to select a region as ' region 1 ', ' yield criterion ' to ' Drucker-Prager ' criterion, and ' matching Moire-Coulomb ' criterion ', ' cohesion ' to ' user definition ' to fill in ' C ', and ' internal friction angle ' to ' user definition ' to fill inThe rest is defaulted; positioning to a ' concrete ' selected ' domain 2 ', selecting ' Bresler-Pister ' criterion ' for the concrete criterion ', selecting ' from materials ' for the uniaxial tensile strength ', ' for the uniaxial compressive strength ' and ' for the biaxial compressive strength '; locating "external stress", selecting "field 1", "stress input" select "pore pressure", "absolute pressure" select "user definition" and input "p [ (" p "]) (>0) ", the rest is default;

step 10.2: the model developer is positioned back, the right key solid mechanics (II) is positioned, the designated displacement is selected, the symmetry and the gravity are set in the same way, and the steps are set in the same way as the solid mechanics.

10. The method for calculating the soil-structure interaction under the humidification of the underground reservoir as claimed in claim 1, wherein the step 11 is implemented by the following steps:

positioning back to a menu bar, clicking research and adding research, and selecting a steady state under general research; positioning to ' set ' physical field and variable selection ', checking ' modification of model configuration of research step ', and only forbidding ' solid mechanics '; positioning to the conditions that the ' dependent variable value ' sets ' selected ' user control ' under ' the initial value of the solution variable ', the ' method ' selects ' solution ', the ' research 2 ' is selected, the ' solution ' selects ' solution 2 ', and the ' time (d) ' selects ' 30d '; click "calculate";

step 12 is specifically implemented according to the following steps:

according to the scheme, post-processing is carried out to draw the surface distribution maps of the pressure, the Young modulus, the internal friction angle, the Young modulus and the cohesive force of the soil body; pressure surface diagram of the structure, displacement variation curve of the structure.

Technical Field

The invention belongs to the technical field of a soil-structure interaction calculation method under multi-field coupling, and particularly relates to a soil-structure interaction calculation method under the humidification effect of an underground reservoir.

Background

In order to build a green 'sponge city' and solve the problem of urban waterlogging in rainy season, the method for building the urban underground water-regulating reservoir becomes one of the solutions. The numerical simulation technology of soil body seepage-stress coupling plays an indispensable role in the subject research of underground engineering, foundation pits and the like. By establishing a seepage-stress coupling numerical calculation platform, the problems of complex three-dimensional seepage and stress fields existing in the process of analyzing the stability of the underground structure are scientifically analyzed and reasonably predicted. The technology ensures the safety and reliability of later use of the engineering structure in practical engineering application.

China has wide distribution of loess and soil, and the collapsibility of the loess is different from that of other soil conditions, so that the structural strength can be changed when the loess meets water. This characteristic can cause a number of problems in engineering practice, such as uneven settlement of the building structure leading to structural cracking, etc. Such engineering problems are more likely to occur when underground storage regulation reservoirs are built in collapsible loess areas. The traditional engineering simulation can not consider the mechanical response condition of stress coupling between the soil and the structure which interact in the unsaturated seepage flow field and the mechanical field, which is far away from the actual phenomenon. The method cannot play the roles of real simulation, actual prevention and targeted guidance in actual engineering practice.

Aiming at the defects existing in the conventional numerical simulation, the invention not only realizes the mechanical response of the soil-structure under the interaction before humidification, namely the mechanical response of the soil body and the structure interaction at the stage that the basement of the underground reservoir does not leak water, but also realizes the humidification, namely the mechanical response of unsaturated soil permeation, and the influence of the coupling of a moisture field and a mechanical field on the soil-structure interaction, namely the deformation of the soil body and the structure interaction on the most concerned structure at the stage that the basement of the underground reservoir leaks water and the mechanical response of the most unfavorable state of the soil body and the structure interaction. The coupling state of the moisture field and the mechanical field when the unsaturated soil is subjected to seepage is simulated more reasonably, and the soil-structure interaction structure and the mechanical response of the soil under the humidification effect are simulated more in accordance with the real mechanical change. Therefore, numerical calculation of soil-structure interaction of the underground reservoir in the non-leakage stage and the leakage stage is realized through software simulation, the most reasonable mechanical response of the underground reservoir structure and the soil body under the condition of leakage of the bottom plate of the underground regulation reservoir is realized, and theoretical guidance and technical support are provided for structural design, use and maintenance of the underground reservoir.

Disclosure of Invention

The invention aims to provide a method for calculating soil-structure interaction under the humidification effect of an underground reservoir, which can realize the numerical calculation of a non-leakage stage and a leakage stage of the underground reservoir, provide simulation prediction for the unsaturated seepage engineering problem of a loess collapsibility area, and further provide theoretical guidance and technical support for the structural design optimization of the underground storage regulation reservoir of the loess area.

The technical scheme adopted by the invention is that the method for calculating the soil-structure interaction under the humidification effect of the underground reservoir is implemented according to the following steps:

step 1: building a regulating reservoir concrete geometric structure and a soil mass geometric structure model;

step 2: setting various parameters of soil body and reservoir concrete materials;

and step 3: defining generalized tension, pressure function variables, strength indexes and modulus of soil relative to effective saturation function variables;

and 4, step 4: setting solid mechanics and setting boundary conditions; increasing a rational-looking-Z equation and dividing grids;

and 5: setting parameters of 'fluid attribute' and 'basic attribute' of a water body and dividing grids;

step 6: add study and calculate study 1;

and 7: performing Boolean operation and segmentation on the boundary of the reservoir again;

and 8: setting parameters of a rational inquiry equation;

and step 9: based on the research 1, the auxiliary scanning is used for adding a reservoir water injection function; adding and setting a research 2 time unit and a time step;

step 10: adding and setting solid mechanics, setting parameter conditions and dividing grids;

step 11: based on "study 2", add and set "study 3";

step 12: the result is calculated and the data is mapped.

The present invention is also characterized in that,

the step 1 is implemented according to the following steps:

step 1.1: opening COMSOL software, building a ' click ' model guide ', and then clicking two dimensions in a ' selection space dimension ';

step 1.2: the step is connected, a physical field selecting interface is entered, a structural mechanics module is selected, and a physical field interface- 'solid mechanics (solid)' is selected and added in the module tree;

step 1.3: the next step, then click on "study", click on "general study" in "selection study" and select "steady state" in the plate tree; click "done" after;

step 1.4: the next step is carried out, and a reservoir and soil mass geometric model is constructed to enter a next interface; selecting geometry in the model developer, selecting rectangle by right key geometry, and taking the rectangle A as a soil structure; at the' tableWhat is set is that the width and the height are respectively set as a and b in the size and the shape of the setting window, and the selected object is constructed by clicking the setting window; then drawing a rectangle B (a frame of a reservoir structure), setting the width as c and the height as d (the a and the B are soil body simulation sizes, and the c and the d are reservoir frame simulation sizes) in the size and the shape of the geometric setting by selecting the rectangle through a right key; selecting 'edit' in the 'graph' window bar to move the rectangle B to the middle of the rectangle A, and selecting 'Boolean operation and division' lower 'difference set' in the 'geometry' in the menu bar; then selecting and activating an object to be added as a rectangle A in the difference set, selecting and activating an object to be subtracted as a rectangle B (the rest are selected to be in a default state), and clicking to construct a selected object; then go back to the "geometric" right key "rectangle" to draw the rectangle B with "width" of c "and" height "of d₂The size of the B is consistent with that of the B, and clicking and drawing are performed; select edit in the "graphics" column to compare B₂A blank position up to rectangle a (the remaining options are default); drawing a rectangle C with the width e and the height f (e and f are inner frames of the reservoir, the size is smaller than C, and the value D is a value of the concrete wall thickness), moving the rectangle C to the middle of a rectangle B, subtracting the rectangle C from the rectangle B by using a difference set (canceling to reserve an internal object), and clicking 'constructing a selected object' to obtain a non-upright-column frame structure D in the reservoir; adding upright columns, selecting a rectangle by a right key 'geometry', and sequentially arranging a plurality of upright columns E, F, G … with the width of g and the height of h; uniformly distributing the positions of the stand columns in the rectangular D structure, then using 'Boolean operation and segmentation' under 'union', taking the reservoir frame D and the stand columns E, F, G … as union objects (canceling 'reserving internal boundaries'), and clicking 'constructing selected objects'; thus, the surrounding soil body-domain 1 and the reservoir structure-domain 2 are obtained.

The step 2 is implemented according to the following steps:

step 2.1: in a model developer, a right key is used for selecting a material and modifying a blank material into soil, setting a geometric entity layer and a domain to be 1 and activating; finding out the cohesive force and the internal friction angle from the material properties, adding the cohesive force and the internal friction angle to the material property detail, and sequentially inputting the Young modulus, the Poisson ratio, the density, the cohesive force and the internal friction angle of the soil; the right key is used for changing 'material' selection 'empty material' into 'concrete', setting 'geometric solid layer' and 'domain' as '2' and activating; finding out uniaxial tensile strength, uniaxial compressive strength and biaxial compressive strength from the material properties, adding the uniaxial tensile strength, the uniaxial compressive strength and the biaxial compressive strength to the material property detail, and sequentially inputting the Young modulus, the Poisson ratio, the density, the uniaxial tensile strength, the uniaxial compressive strength and the biaxial compressive strength of the concrete (inputting parameters according to actual data);

step 2.2: in the model developer, the last "build assembly" of the "geometry" tree is selected and all regions are selected.

Step 3 is specifically implemented according to the following steps:

step 3.1: in a model developer, right-clicking to define that generalized stretching is selected under component coupling, selecting boundaries on a geometric solid layer of a graphical interface, taking the upper and lower boundaries of a rectangular D structure as source selection, and modifying target mapping and x and y into capitalization; modifying the source coordinate system in the source into a material (X, Y, Z); clicking ' definition ' to select ' generalized stretching ' under ' component coupling ', selecting ' boundary ' on a ' graphical ' interface ' geometric entity layer ', selecting ' source ' by taking the left and right boundaries of a rectangular D structure, and modifying ' target mapping ' x, y ' into capitalization; modifying the source coordinate system in the source into a material (X, Y, Z);

step 3.2: defining 'right key selection' variable 'under' model developer 'component', setting water pressure function of side edge and bottom edge, i.e. side edge function is load function of pressure varying with reservoir height₁＝H*9.8*(h₁<y<h₂) And setting the vertical pressure, load, of the reservoir bottom varying with the water level height₂Water _ h 9.8; adding 15.8 log (dl.Se) +98.3 ″, C ═ log (dl.Se) +, By interpolation, under "global definition", we choose "interpolation" to input t values and their functions f (t), i.e., "f (0.6) ═ 11000000, f (0.7) ═ 10000000, f (0.75) ═ 9500000, f (0.8) ═ 9000000, f (0.85) ═ 8500000, f (0.9) ═ 8000000, f (0.95) ═ 7500000, f (1.0) ═ 7000000, f (1.05) ═ 6900000"; "E ═ Eint (dl.se)" is written in "variable" under "definition" of "component"; in the "global definition" right key "variable" setting "H ═ y-H₁)*(h₁<y<h₂) "and water _ h ═ 0 (h in the above formula)₁Is the initial position of water injection at the bottom edge of the reservoir, h₂Is the upper limit of reservoir water injection, and water _ h is the reservoir water storage height).

Step 4 is specifically implemented according to the following steps:

step 4.1: under the model developer, solid mechanics, right key selection of linear elastic material, soil plasticity and concrete are adopted; wherein, the part of 'soil plasticity' selection 'domain 1', the part of 'concrete' selection 'domain 2', the 'yield criterion' adopts 'Drucker-Prager' and selects 'matching Moore-Coulomb criterion', and the cohesion and the internal friction angle are both selected from 'from materials';

step 4.2: selecting 'gravity' from 'physical field' and 'domain' of menu bar, and using its action domain as all domains; selecting a 'fixed constraint' action boundary from the 'boundaries' as a lower boundary of the domain 1; and selecting 'symmetrical' action boundaries as the left and right boundaries of the domain 2; selecting 'specified displacement' in the 'boundary', and sequentially using the 'specified displacement' as specified displacement in the x direction and the y direction; adding a first group of ' designated displacement ', selecting the left and right outer boundaries of the domain 2, and in ' setting ', designating displacement ' checking ' designation in the x direction ' and writing the operator name ' genext1(x) ' of the generalized stretch in the ' definition ' above; adding the upper and lower outer boundaries of the second group of ' specify displacement ' boundary selection field 2, in ' set ' specifying displacement ' checking ' specifying in y direction ' and writing the generalized stretched operator name ' genext1(y) ' in the ' definition ' above;

step 4.3: selecting boundary load in the physical field in the menu bar, adding a first group of boundary load to select the inner wall of the reservoir along the height direction, and adding load in the definition₁", adding a second set of" boundary loads "to select the bottom wall of the reservoir interior and adding the" load "from the previous" definition "to the" force₂”；

Step 4.4: the 'physical field' and 'the added physical field' are selected from the menu bar, and the 'rational-Chatz equation' in the 'porous medium and underground water flow' is selected from the 'fluid flow' interface.

Step 5 is specifically implemented according to the following steps:

step 5.1: under the 'richtz equation', selecting a domain 1 and a domain 2 in 'setting'; under "fluid Properties", the density was set to "1000 kg/m³"; setting a porous material as a soil body material, a saturated liquid volume fraction and a residual liquid volume fraction in the basic attribute, and obtaining according to a geological survey report of the region; "permeability model" selected "hydraulic conductivity" (isotropic); obtaining according to a geological survey report; and selecting ' linear water storage ' from ' water storage model ', and setting ' compressibility of fluid ' to be ' 4.4e-10[1/Pa]"," effective compressibility of matrix "was" 10e-6[1/Pa]"; selecting 'van Genuchten' and 'alpha, n and l' of 'constitutive relation constant' for the 'retention model' to be obtained according to a survey report;

step 5.2: an "initial value" to locate a "model developer"; positioning to the setting of the initial value, and selecting all the areas; selecting "pressure head" setting "H_p-0.1m "(this value can be adjusted according to practice, -0.1m is an example); the "richtz equation" right key positioned under the "model developer" selects "pressure head".

Step 6 is implemented according to the following steps:

based on the "pressure head" setting; returning to the "geometric" setting; calculate "study 1" under "solid mechanics"; positioning to the result of a menu bar, selecting a two-dimensional drawing group, clicking to select the surface by right click, positioning to the setting, selecting the data set of the data as solid mechanics, clicking the surface of a model developer, positioning to the expression in the setting, inputting solid pm, and clicking to draw; obtaining a stress cloud picture of the upright column under the elastic stress of the gravity of the surrounding soil body and the self gravity, obtaining a stress distribution diagram of the bottom of the upright column, roughly measuring to obtain the horizontal projection length of the gentle transition of the bottom stress of the upright column from a slope section, and taking the length as the infiltration end of the seepage area of the upright column of the front 'physical query equation';

step 7 is specifically implemented according to the following steps:

then positioning back to the 'geometric' part of the 'model developer', and selecting 'split edges' under 'Boolean operation and split' in the menu bar; returning to the graph area, dividing the seepage ends with corresponding lengths based on the length of the seepage projection area selected in the front, and respectively obtaining seepage edges under each upright column (such as seepage areas under the upright columns and seepage areas at two corner points of a reservoir);

step 8 is specifically implemented according to the following steps:

positioning back to the "Riekz equation", right clicking the "Riekz equation" under the "model developer" to select "pressure head", positioning to the "boundary selection" of the "setting" part to select the seepage edge set in the previous step, inputting "H" at the "pressure head_p00.2m "(0.2 m being an example, this value may be entered from the measured pressure head).

Step 9 is specifically implemented according to the following steps:

step 9.1: positioning to 'solid mechanics', and correspondingly calculating 'research 1'; positioning to 'setting', selecting 'only solid mechanics' in 'physical field and variable selection'; selecting auxiliary scanning under research expansion; selecting "water _ h" to set "parameter value list" namely "range (h)₁,1,h₂)”(h₁Is the initial position of water injection at the bottom edge of the reservoir, h₂Is the reservoir water injection upper limit); click "calculate";

step 9.2: locate to menu bar: click "study" select "add study" select "transient under" general study "; positioning to 'set', selecting 'time unit' as'd', setting 'time step' as 'range (0,3, 90)' (in this example, three days is a calculation period, and three months of seepage field is calculated); selecting only a physical field and variable selection; setting and selecting user control, selecting solution, selecting research 1, selecting automatic parameter value water _ h and defaulting the rest under the variable value; click "calculate".

Step 10 is specifically implemented according to the following steps:

step 10.1: positioning back to the 'physical field' of the menu bar, selecting 'adding the physical field', and selecting 'solid mechanics' under 'structural mechanics'; the physical field was added and renamed "solid mechanics (two)"; positioning to 'solid mechanics (II)' of 'model developer', right key 'linear elastic material', selecting 'soil plasticity', 'concrete' and 'external stress'; positioning to a linear elastic material, selecting the domains 1 and 2 as domain selection, selecting the Young modulus as user-defined input E, and defaulting the rest; positioning to ' soil plasticity ' to select a region as ' region 1 ', ' yield criterion ' to ' Drucker-Prager ' criterion, and ' matching Moire-Coulomb ' criterion ', ' cohesion ' to ' user definition ' to fill in ' C ', and ' internal friction angle ' to ' user definition ' to fill inThe rest is defaulted; positioning to a 'concrete' selected 'domain 2', selecting a 'Bresler-Pister' criterion according to a 'concrete criterion', selecting 'self-material' according to a 'uniaxial tensile strength', a 'uniaxial compressive strength' and a 'biaxial compressive strength' (set according to actual materials); locating "external stress", selecting "field 1", "stress input" select "pore pressure", "absolute pressure" select "user definition" and input "p [ (" p "]) (>0) ", the rest is default;

step 10.2: the model developer is positioned back, the right key solid mechanics (II) is positioned, the designated displacement is selected, the symmetry and the gravity are set in the same way, and the steps are set in the same way as the solid mechanics.

The step 11 is specifically implemented according to the following steps:

positioning back to a menu bar, clicking research and adding research, and selecting a steady state under general research; positioning to ' set ' physical field and variable selection ', checking ' modification of model configuration of research step ', and only forbidding ' solid mechanics '; positioning to the 'dependent variable value', setting 'selected' user control 'under' initial value of solving variable ', selecting' solution 'by the method', selecting 'study 2' by the study (namely study corresponding to the physical field of the rational inquiry), 'selecting' solution 2 'by the solution', and 'selecting' 30d 'by the time (d)' (for example, 30 d); click "calculate";

the above calculations are based on the same meshing, as shown in fig. 2.

Step 12 is specifically implemented according to the following steps:

according to the scheme, post-processing is carried out to draw the surface distribution maps of the pressure, the Young modulus, the internal friction angle, the Young modulus and the cohesive force of the soil body; pressure surface diagram of the structure, displacement variation curve of the structure.

The invention has the beneficial effects that: according to the invention, a simplified two-dimensional in-plane soil-structure connection physical model is established on a COMSOL software platform, so that the mechanical response of the structure of the reservoir under different water storage heights is realized; in the soil body establishment, functions of cohesive force, Young modulus and internal friction angle respectively related to effective saturation are used as corresponding parameters of solid mechanics, namely soil-structure interaction calculation under the humidification action is considered, seepage simulation is carried out on the structure under the 'damage-safety condition', namely the condition that the reservoir base is damaged and leaked, and the mechanical response of the structural member under the coupling action of the structure damage, the moisture field after soil body seepage and the mechanical field is realized. The calculation method provided by the invention realizes numerical calculation of the non-leakage stage and the leakage stage of the underground reservoir, provides simulation prediction for the unsaturated seepage engineering problem of the loess collapsible region, and further provides theoretical guidance and technical support for the structural design optimization of the underground storage reservoir of the loess region.

Drawings

FIG. 1 is a reservoir-soil geometric model diagram constructed by the model of the invention;

FIG. 2 is a soil-structure interconnection grid partition diagram before calculation of the present model;

FIG. 3 is a pressure surface distribution diagram of the reservoir structure under the conditions of the load of the soil body and water injection obtained by calculation of the model;

FIG. 4 is a cloud of surface distributions of soil effective saturation varying with seepage time 30 days after soil body simulated seepage in an embodiment of the present invention;

FIG. 5 is a cloud of surface distributions of soil effective saturation as a function of percolation time 60 days after soil body simulated percolation in an embodiment of the present invention;

FIG. 6 is a cloud of surface distributions of soil with effective saturation changing with percolation time 90 days after simulated percolation in the soil body in an embodiment of the present invention;

FIG. 7 is a cloud chart of the surface distribution of the soil with the cohesive force varying with the seepage time 30 days after the soil simulation seepage occurs in the embodiment of the present invention;

FIG. 8 is a cloud of surface distributions of soil cohesive force varying with seepage time after 60 days of occurrence of soil body simulated seepage in an embodiment of the present invention;

FIG. 9 is a cloud of surface distributions of cohesion of soil as a function of seepage time after 90 days of occurrence of simulated seepage in a soil body in an embodiment of the present invention;

FIG. 10 is a cloud of surface distributions of Young's modulus of soil as a function of seepage time 30 days after soil body simulated seepage in an embodiment of the present invention;

FIG. 11 is a cloud of surface distributions of Young's modulus of soil as a function of seepage time 60 days after soil body simulated seepage in an embodiment of the present invention;

FIG. 12 is a cloud of surface distributions of Young's modulus of soil as a function of seepage time 90 days after soil body simulated seepage in an embodiment of the present invention;

FIG. 13 is a cloud of surface profiles of soil with internal friction angle varying with seepage time 30 days after soil body simulated seepage in an embodiment of the present invention;

FIG. 14 is a cloud chart of the surface distribution of the soil in which the internal friction angle changes with the seepage time after the soil simulation seepage occurs for 60 days in the embodiment of the present invention;

FIG. 15 is a cloud of surface profiles of the soil with internal friction angle varying with seepage time 90 days after the soil simulation seepage in accordance with the present invention;

FIG. 16 is a cloud of pressure surfaces taken 30 days after a leak in a reservoir structure occurs in an embodiment of the invention;

FIG. 17 is a graph showing the distribution of displacement around the structure of the reservoir structure after 30 days of leakage;

fig. 18 is a structural diagram of pressure distribution around a structure obtained by leaking a reservoir structure for 30 days in the embodiment of the present invention.

Detailed Description

The present invention will be described in detail below with reference to the accompanying drawings and detailed description.

The invention provides a method for calculating soil-structure interaction under the humidification effect of an underground reservoir,

step 1: and constructing a regulating reservoir concrete geometric structure and a soil mass geometric structure model. (As shown in FIG. 1, the inside and outside are divided into a region 2 and a region 1 in turn, and three pillars are uniformly distributed inside)

Step 1.1: opening COMSOL software, and clicking two dimensions in a 'newly-built' click 'model guide' and 'selecting a space dimension';

step 1.2, connecting with the previous step, entering a 'physical field selection' interface, selecting a 'structural mechanics' module, and selecting and adding a physical field interface- 'solid mechanics (solid)', in the module tree;

step 1.3: the next step, then click on "study", click on "general study" in "selection study" and select "steady state" in the plate tree; click back on "done".

Step 1.4: and (5) entering a next interface for constructing a reservoir and soil mass geometric model. Selecting "geometry" in the model developer, and the right key "geometry" selects "rectangle", theRectangle A is used as soil structure. The "width" and the "height" are set to 40.4m and 24m, respectively, in the "size and shape" of the "geometric setting", and the "set" window is clicked "to construct the selected object. Then drawing a rectangle B (a frame of a reservoir structure), and setting the width of the rectangle to be 16m and the height of the rectangle to be 12m in the size and the shape of the geometric setting by the right key ' geometric ' selection '. Selecting "edit" in the "graphic" window bar moves rectangle B to the middle of rectangle a, and "boolean operation and split" under "difference" in the menu bar selection "geometry". Then "object to add" is selected as rectangle a and activated, and "object to subtract" is selected as rectangle B and activated (the remaining selections are the default states) in "difference set", clicking "build selected object". Go back to the "geometric" right key "rectangle" to draw a rectangle B with a "width" of 12m and a "height" of 16m₂And B, clicking to draw the picture, wherein the size of the picture is consistent with that of the picture B. Select edit in the "graphics" column to compare B₂To the blank position of rectangle a (the remaining options are default). And drawing a rectangle C with the width of 14.4m and the height of 10.4m again by adopting the same principle as the steps, moving the rectangle C to the middle part of the rectangle B, subtracting the rectangle C from the rectangle B by using the difference set (canceling the reserved internal object), and clicking the construction selected object to obtain the upright-free frame structure D in the water reservoir. Adding upright columns, selecting a rectangle for the right key 'geometry', sequentially arranging a plurality of upright columns E with the width of 0.8m and the height of 10.4m, and additionally arranging two upright columns F and G with the same specification. Uniformly distributing the stand columns in the rectangular D structure, utilizing 'Boolean operation and segmentation' under 'union', taking the union (canceling 'reserving internal boundary') of the reservoir framework D and the stand columns E, F, G, and clicking 'construction of a selected object'. Thus, the surrounding soil body-domain 1 and the reservoir structure-domain 2 are obtained.

Step 2: setting various parameters of soil body and reservoir concrete material

Step 2.1: in the model developer, the right key "material" selects "empty material" to "soil", sets "geometric entity layer" and "domain" to "1", and activates. Finding the 'cohesive force' and 'internal friction angle' from the material property"material Property Specification", Young's modulus of soil sequentially input is 20e6Pa, "Poisson ratio" is 0.3, "density" is 1800kg/m³The "cohesion" was 35e3Pa, and the "internal friction angle" was 26.4 deg]rad; the right key is changed into concrete by selecting 'material' and 'empty material', and the 'geometric solid layer' and 'domain' are set to '2' and activated. Then, the Young modulus, the Poisson ratio, the density, the uniaxial tensile strength, the uniaxial compressive strength and the biaxial compressive strength of the concrete are found from the material properties, and the Young modulus, the Poisson ratio, the density, the uniaxial tensile strength, the uniaxial compressive strength and the biaxial compressive strength of the concrete are added to the material property details. The "uniaxial tensile strength" was 1.39e6Pa, the "uniaxial compressive strength" was 13.8e6Pa, and the "biaxial compressive strength" was 21e6Pa, respectively.

Step 2.2: in the model developer, the last "build-up" of the "geometry" tree is selected and all regions are selected

And step 3: defining the variables of generalized tension, pressure function, soil strength index and modulus with respect to effective saturation function

Step 3.1: in a model developer, right-clicking defines that ' generalized stretching ' is selected under ' component coupling ', the ' boundary ' is selected on a ' graphical ' interface ' geometric entity layer ', the upper and lower boundaries of a rectangular D structure are used as ' source selection ', and ' target mapping ' x and y ' are modified into capitalization. Modifying the source coordinate system in the source into a material (X, Y, Z); and clicking ' definition ' to select ' generalized stretching ' under ' component coupling ', selecting ' boundary ' on a ' graphical ' interface ' geometric entity layer ', selecting ' source ' by taking the left and right boundaries of the rectangular D structure, and modifying ' target mapping ' x, y ' into capitalization. Modifying the source coordinate system in the source into a material (X, Y, Z);

step 3.2: defining 'right key selection' variable 'under' model developer 'component', setting water pressure function of side edge and bottom edge, i.e. side edge function is load function of pressure varying with reservoir height₁＝H*9.8*(2.8<y<h₂) And setting the vertical pressure, load, of the reservoir bottom varying with the water level height₂＝water_h^*9.8。Adding' C ═ 15.8^*log(dl.Se)+98.3”、 Using interpolation, under "global definition", we choose "interpolation", inputting t value and its function f (t), that is, "f (0.6) ═ 11000000, f (0.7) ═ 10000000, f (0.75) ═ 9500000, f (0.8) ═ 9000000, f (0.85) ═ 8500000, f (0.9) ═ 8000000, f (0.95) ═ 7500000, f (1.0) ═ 7000000, f (1.05) ═ 6900000", defining the function name as Eint; "E ═ Eint (dl.se)" is written in "variable" under "definition" of "component"; in the case of "global definition" right key "variable" input "H ═ (y-2.8)^*(2.8<y<12.8)”。

And 4, step 4: setting solid mechanics and setting boundary conditions; and adding a rational-looking-Z equation and dividing the grid. As shown in fig. 2, the reservoir structure and the soil body are divided by adopting a 'finer' grid;

step 4.1: the solid mechanics under the model developer, the soil plasticity and the concrete are selected by the right key of the linear elastic material. Wherein the 'soil plasticity' selects the 'domain 1' part, the 'concrete' selects the 'domain 2' part, the 'yield criterion' adopts 'Drucker-Prager' and selects 'matching Mohr-Coulomb criterion', and the cohesion and the internal friction angle are both selected from 'from materials'.

Step 4.2: selecting 'gravity' from 'physical field' and 'domain' of menu bar, and using its action domain as all domains; selecting a 'fixed constraint' action boundary from the 'boundaries' as a lower boundary of the domain 1; and selecting 'symmetrical' action boundaries as the left and right boundaries of the domain 2; the "designated displacement" is selected from the "boundary" and is sequentially used as the designated displacement in the x and y directions. Adding a first group of ' designated displacement ', selecting the left and right outer boundaries of the domain 2, and in ' setting ', designating displacement ' checking ' designation in the x direction ' and writing the operator name ' genext1(x) ' of the generalized stretch in the ' definition ' above; the upper and lower outer borders of the second set of "specify displacement" border selection fields 2 are added, and in "set" the "specify displacement" is used to "check out" the "specify in the y-direction" and write the operator name "genext 1 (y)" of the generalized stretch in the "definition" above.

Step 4.3: selecting boundary load in the physical field in the menu bar, adding a first group of boundary load to select the inner wall of the reservoir along the height direction, and adding load in the definition₁", adding a second set of" boundary loads "to select the bottom wall of the reservoir interior and adding the" load "from the previous" definition "to the" force₂”。

Step 4.4: the 'physical field' and 'the added physical field' are selected from the menu bar, and the 'rational-Chatz equation' in the 'porous medium and underground water flow' is selected from the 'fluid flow' interface.

And 5: setting the parameters of 'fluid attribute' and 'basic attribute' of water body

Step 5.1: under the "richtz equation," in "setting", the domain 1 and the domain 2 are selected. Under "fluid Properties", the density was set to "1000 kg/m³"; in the basic attribute, the porous material is set to be the soil body material, the volume fraction of saturated liquid is 0.497, and the volume fraction of residual liquid is 0.144. The "permeability model" selects "hydraulic conductivity" (isotropic) which is 1.5e-7 m/s. And selecting ' linear water storage ' from ' water storage model ', and setting ' compressibility of fluid ' to be ' 4.4e-10[1/Pa]"," effective compressibility of matrix "was" 10e-6[1/Pa]". The 'residence model' is selected from 'van Genuchten' and 'alpha, n and l' of 'constitutive relation constant' are respectively 22.21[1/m]、1.127、0.1126。

Step 5.2: the "initial value" of the "model developer" is located. The "setting" of the "initial value" is located, and the entire area is selected. Selecting "pressure head" setting "H_p-0.1m ". The "richtz equation" right key positioned under the "model developer" selects "pressure head".

Step 6: add "study" and calculate "study 1"

Step 6.1: based on the "pressure head" setting described above. Returning to the "geometric" setting. Calculate "study 1" under "solid mechanics". Positioning to the result of a menu bar, selecting a two-dimensional drawing group, clicking and selecting the surface by right key, positioning to the setting, selecting the data set of the data as solid mechanics, clicking the surface of a model developer, positioning to the expression in the setting, inputting solid pm, and clicking drawing. And obtaining a stress cloud picture of the upright column under the elastic stress of the gravity of the surrounding soil body and the self gravity, obtaining a stress distribution diagram of the bottom of the upright column, roughly measuring to obtain the horizontal projection length of the gentle transition from the slope section to the bottom of the upright column, and taking the length as the infiltration end of the seepage area of the upright column of the front 'physical query equation'.

Step 7: performing Boolean operation and segmentation on reservoir boundary "

Step 7.1: the "geometry" part of the "model developer" is repositioned back and the "split edge" under "Boolean operation and split" is selected at the menu bar. And returning to the graph area, dividing the seepage ends with corresponding lengths based on the lengths of the seepage projection areas selected in the front, and respectively obtaining seepage edges under each upright column (such as seepage areas under the upright columns and the seepage areas at two corner points of the reservoir).

And 8: setting the parameters of the "Rich Zetz equation

Step 8.1: positioning back to the "Riekz equation", right clicking the "Riekz equation" under the "model developer" to select "pressure head", positioning to the "boundary selection" of the "setting" part to select the seepage edge set in the previous step, inputting "H" at the "pressure head_p0＝0.2m”。

And step 9: based on the research 1, the auxiliary scanning is used for adding a reservoir water injection function; adding and setting research 2 time unit and time step

Step 9.1: the "solid mechanics" was located back and "study 1" was calculated accordingly. And positioning to the 'setting', and selecting 'solid mechanics' only in 'physical field and variable selection'. The "auxiliary scan" under "study extension" is selected. The 'water _ h' setting 'parameter value list' is selected, namely 'range (2.8,1, 12.8)' (2.8m is the bottom edge water filling starting position of the reservoir, and 12.8m is the upper limit of the reservoir water filling). Click "calculate". As shown in fig. 3, the pressure of the upper and lower structures of the reservoir is maximum at the left and right of the position of the internal upright, and the upright body has shear stress in the longitudinal direction.

Step 9.2: a menu bar is located. The "transient" under "general study" was selected and recorded as "study 2" by clicking "study" to select "add study". Positioning to 'setting', selecting 'time unit' as'd', and setting 'time step' as 'range (0,3, 90)'. Only the physical-look-up equation is selected in the physical field and variable selection. The settings under the dependent variable value select user control, the methods select solution, the research select research 1, the parameter value water _ h select automatic, and the rest defaults. Click "calculate".

As shown in fig. 4-15, the cloud charts of the effective saturation, cohesive force, young's modulus and internal friction angle distribution of the soil at the bottom of the reservoir are shown, respectively, when the reservoir leaks for 30 days, 60 days and 90 days. Obviously, the effective saturation of the soil body is gradually increased along with the duration of the seepage time, and the cohesive force, the Young modulus and the internal friction angle are gradually reduced along with the duration of the seepage time; in the same time when seepage occurs, along with the change of the soil layer elevation from large to small, the effective saturation changes from large to small, and the cohesive force, the Young modulus and the internal friction angle change from small to large.

Step 10: adding and setting 'solid mechanics' and setting each parameter condition and dividing grids

Step 10.1: the 'physical field' of the menu bar is positioned back, the 'adding physical field' is selected, and the 'solid mechanics' is selected under the 'structural mechanics'. This physical field was added and renamed "solid mechanics (two)". The 'solid mechanics (II)' positioned to the 'model developer' and the 'linear elastic material' positioned at the right key are selected to be 'soil plasticity', 'concrete' and 'external stress'. Positioning to the linear elastic material, selecting the fields 1 and 2 as field selection, selecting the Young modulus as user defined input E, and defaulting the rest. Positioning to ' soil plasticity ' selects the region as ' region 1 ' and ' yield criterion ' as 'Drucker-Prager criterion ", and selecting" matching Mohr-Coulomb criterion "," cohesion "selects" user definition "to fill in" C ", and" internal friction angle "selects" user definition "to fill inThe rest is default. The concrete is positioned to a 'concrete' selected 'area 2', the 'concrete criterion' selection 'Bresler-Pister criterion', the 'uniaxial tensile strength', the 'uniaxial compressive strength' and the 'biaxial compressive strength' are all selected from 'materials'. Location to "external stress", selection of "Domain 1", "stress input" selected "pore pressure", "Absolute pressure" selected "user definition" and input "p^*(p>0) ", the rest is default.

Step 10.2: the model developer is positioned back, the right key solid mechanics (II) is positioned, the designated displacement is selected, the symmetry and the gravity are set in the same way, and the steps are set in the same way as the solid mechanics.

Step 11: based on "study 2", study 3 "was added and set:

step 11.1: locate back to the menu bar, click "study" and "add study", select "steady state" under "general study". The "physical field and variable selection" to "set" is located, the "model configuration to modify the study step" is selected, and only "solid mechanics" is disabled. Positioning to the ' dependent variable value ' sets ' selected ' user control ' under ' the initial value of the solving variable ', the ' method ' selects ' solution ', the ' research 2 ' (namely the research corresponding to the physical field of the rational z) is selected for research, ' solution ' selects ' solution 2 ', and ' time (d) ' selects ' 30d ' (for example, 30 d). Click on "calculate".

As shown in fig. 16, the structural pressure cloud chart shows that the soil-structure interaction under the humidification effect generates physical field coupling after the reservoir leaks, namely, the pressure on the upper side and the lower side of the reservoir and the pressure on the stand column are obviously changed compared with the pressure without seepage.

Step 12: data mapping after result calculation

Step 12.1: according to the scheme, the surface distribution diagrams of the pressure, the Young modulus, the internal friction angle, the Young modulus and the cohesive force of the soil body are drawn through post-treatment in a schematic way in the figures 3 to 16 respectively; fig. 17 and 18 are pressure surface diagrams of schematic structures and displacement change curves of the structures, and the displacement and pressure of each boundary of the reservoir structure after seepage of the reservoir are visually reflected.

As shown in fig. 17, when the upper and lower structures of the reservoir are squeezed inward by the soil, the upper parts of the inflection points of the left and right structures are expanded outward, and the lower sides are squeezed inward, the overall displacement deformation is symmetrical; as shown in fig. 18, the pressures applied to the upper and lower structures of the reservoir are staggered in order according to the position change of the internal upright column, and the upper part of the pressure is smaller than the lower part of the pressure applied to the left and right sides.