CN113836620B - Tunnel crack width rapid calculation method and device based on parametric modeling - Google Patents

Tunnel crack width rapid calculation method and device based on parametric modeling Download PDF

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CN113836620B
CN113836620B CN202111053724.9A CN202111053724A CN113836620B CN 113836620 B CN113836620 B CN 113836620B CN 202111053724 A CN202111053724 A CN 202111053724A CN 113836620 B CN113836620 B CN 113836620B
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CN113836620A (en
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李斌
魏中华
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Wuhan University of Technology WUT
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Abstract

The invention provides a method and a device for rapidly calculating the width of a tunnel crack based on parameterized modeling, which can accurately and rapidly obtain a crack width distribution map displaying the position and width information of the crack on a tunnel section, wherein the method comprises the following steps: step 1, discretizing; step 2, determining basic parameters; step 3, determining key parameter variables of the radius and the angle of the arc included in the cross section of the n-heart-circle tunnel for parameterized modeling, and determining the position of the cross section of the tunnel; step 4, determining unit types, material parameters and real constants; step 5, drawing a tunnel section; step 6, constraint and load are applied; step 7: extracting results and displaying a crack width distribution diagram; calculating to obtain the crack width corresponding to each unit; and recording the obtained safety coefficient result into an array which is set in advance, replacing the array for recording the bending moment magnitude by the array for recording the numerical value of the crack width, and displaying the crack width of each unit according to a bending moment diagram.

Description

Tunnel crack width rapid calculation method and device based on parametric modeling
Technical Field
The invention belongs to the field of tunnel structure design, and particularly relates to a method and a device for rapidly calculating tunnel crack width based on parameterized modeling.
Background
When the reinforced concrete lining structural member is calculated according to the action quasi-permanent combination and considering the influence of long-term action, the maximum crack width is constructed to be not more than 0.2mm, and the reinforced concrete lining structural member meets the current requirements of the design specification of the durability of the railway concrete structure under special environmental conditions. In the railway tunnel structure design process, the maximum crack width checking calculation of the composite lining structure meets the use function and appearance requirements of the composite lining structure, and the smaller the maximum crack width of the same structure in different states, the better the functionality of the structure. Therefore, in order to determine the normal use limit state capability of the structure, the prior study complies with the basic flow of the operation of the maximum crack width of the reinforced concrete eccentric compression member of the railway tunnel, namely, the crack width of the tunnel lining unit is obtained by firstly modeling by utilizing finite element software, then extracting the internal force of the structure and finally utilizing a calculation software or manual operation mode.
The shortcomings of the existing normal use limit state maximum crack width determination method include the following aspects.
1. For a certain tunnel, the modeling process cannot be used for other tunnel sections, namely the command streams can only be one-to-one, so that when different tunnel structures are designed, the tunnel size can only be manually adjusted, the command streams are respectively written, and the time is long and errors are easy to occur;
2. The bending moment, the axial force and the shearing force are required to be led out, whether the eccentric compression component of the reinforced concrete is required to be checked and calculated for crack width is manually judged, and then the crack width is led into a calculation formula to obtain a result, so that the process is complicated and the efficiency is low;
3. the reinforced concrete lining unit is subjected to reinforcement checking calculation according to the result;
4. the width and distribution of the cracks of the tunnel lining unit cannot be intuitively reflected.
Disclosure of Invention
The invention aims to solve the problems, and aims to provide a method and a device for quickly calculating the width of a tunnel crack based on parameterized modeling, which can accurately and quickly obtain a crack width distribution diagram with crack position and width information on a tunnel section.
As shown in fig. 1, in order to achieve the above object, the present invention adopts the following scheme:
< method >
Step 1, discretization:
discretizing a tunnel structure system formed by lining and surrounding rock into a limited number of lining units and spring units;
step 2, determining basic parameters:
according to the actual measurement data of the tunnel to be evaluated, determining a basic parameter value as a model input parameter;
and step 3, determining that the n-heart-circle tunnel section used for parametric modeling comprises key parameter variables of arc radius and angle, wherein n is more than or equal to 1, and determining the position of the tunnel section. For example, let n=4, take radius and angle of each circular arc of the four-center circular tunnel as basic parameters, and carry out parameter assignment on the radius and angle of the circular arc according to the actual section size of the railway tunnel, determine other important parameters according to the triangle relationship in the circular arcs of the multi-center circular tunnel, and establish the four-center circular railway tunnel section model shown in fig. 2 in finite element software.
Step 4, determining unit types, material parameters and real constants:
determining a Beam unit (Beam 3) of the composite lining structure of the section of the reaction tunnel and a rod unit (Link 10) for simulating the action of surrounding rocks, and defining a specific real constant according to the size of the actual dimension;
and 5, drawing a tunnel section, which comprises the following substeps:
step 5-1 according to the circle center O shown in FIG. 2 1 ～O 4 Sequentially inputting the circle center positions of all the circular arcs in sequence, generating the circle center coordinates of all the circular arcs into the type 1 key points by using a k command, and generating the key points at the vault positions in the same way;
step 5-2, utilizing a circle command, sequentially making arcs corresponding to the n-heart tunnel sections by taking the 1-type key points generated in the previous step as circle centers, r as radius and alpha as circle centers, and drawing arcs by taking the 2-type key points as starting points in the process of drawing arcs each time by taking the point with the largest record number of the get command as the 2-type key point after each step of arc generation according to the characteristic that the numbers of the key points of an ANSYS working interface are continuously accumulated;
step 5-3, using a circle command to make circle centers of the class 1 key points, r is a radius, alpha/2 is an arc corresponding to the angles in sequence, repeating the operation of step 5-2, generating the key points after each arc is finished, dividing each arc line into two sections as class 3 key points, and recording the midpoint positions of the sections of the arcs at the same time, thereby obtaining the starting point, the midpoint and the ending point of each arc on the half side of the n-heart-shaped circular section;
Step 5-4, deleting a line by using an 'ldele' command, then using a 'larc' command to take a class 2 key point and a dome position key point as two endpoints of an arc, taking a class 3 key point as an important point through which the arc passes as an arc, and sequentially connecting the connected arcs by using a 'lcomb' command to be used as an arc line 1, wherein the result is shown in figure 3;
step 5-5, generating a complete tunnel profile by utilizing an lsymm command to be symmetrical along a y-axis;
steps 5-6. Select all lines, the "leave" command divides the arc a desired number of cells, the 'lmesh' command is used for carrying out unit division, and then the 'numrg' command is used for carrying out node integration, so that repeated numbers at the same position are avoided;
step 5-7, "nsel" selects a point with an ordinate of 0, namely, a coordinate system origin, and "get" takes the point as a starting point and "nsel" selects a node generated on the left side;
step 5-8, in order to avoid that a circulation command cannot act because of node numbering disorder or the load is excessively complicated to apply in the load application process, an array is adopted to define each node, an array a is defined as a tunnel lining unit node storage array, and a (1) is an inverted arch bottom starting point unit number;
step 5-9, performing a cyclic operation on the left node by using a cyclic command 'do', continuously selecting the node closest to the node from the point a (1) by using a 'nnear' command as the node in the next numbering sequence, and removing the defined node in each step by using a 'nsel' command in order to avoid repeated selection of the defined node;
Step 5-10, selecting a node on the right side of the tunnel section, using the node at the vault position as a starting point, and circularly using a 'nnear' command to record the nodes in the array a in sequence, so as to successfully order the nodes, wherein the reference number schematic diagram is shown in figure 4;
step 5-11, selecting all nodes in the array a, obtaining the maximum node of the abscissa by using a get command, and carrying the maximum node into a collapse formula to calculate the collapse height of the deep and shallow tunnel;
step 5-12, using a circulation program, selecting a Beam unit (Beam 3), connecting each node represented by the array successively through an e command, and carrying out parameter assignment at the same time;
step 5-13, entering a preprocessing module, and eliminating the influence of redundant lines by using a command of lclear;
step 5-14, setting the nodes of the end points of the outer ring rod units for simulating the action of surrounding rocks, wherein the length of the rod units is considered to have no influence on the result due to the structural characteristics, the outer ring radius l can be set to l=r+1, the steps 5-2 to 5-10 are repeated, the nodes of the end points of the rod units are set to an array b, the distribution positions of the array b can be consistent with the sequence of the array a with reference to fig. 4 and are positioned on the outer ring of the lining unit, and a tunnel model outline diagram shown in fig. 5 is obtained, wherein the inner ring corresponds to the array a and the outer ring corresponds to the array b;
Step 5-15, selecting a rod unit, correspondingly connecting all nodes represented by an array a and an array b by using a cyclic program sequentially through an e command, and simultaneously carrying out parameter assignment, wherein the result is shown in fig. 6, and the parameterization modeling is completed;
and 6, applying constraint and load:
step 6-1, entering a post-processing module, firstly, selecting a rod unit endpoint represented by an array b to be constrained and fixed by using a d command through a cyclic program, and equating the rod unit endpoint to be a spring structure, as shown in fig. 7;
step 6-2, applying an equivalent load to the lining node by adopting a circulating command 'do', applying a positive transverse load to the left half side structure, applying a negative transverse load to the right half side structure, and applying symmetrical loads to the symmetrical structure;
step 6-3, selecting the number of the point with the abscissa equal to the maximum value of the abscissa in the step 5-11 in the process from each node represented by the array a by utilizing a circulation command, and exiting the circulation once selected, so as to obtain the number of the leftmost node and the rightmost node of the tunnel profile;
step 6-4, applying negative vertical load to the upper part of the structure by using a circulation command according to the array number obtained in the step 6-3, and completing load constraint and application of the model, wherein the result is shown in figure 8;
Step 7: and (3) extracting results and displaying a security coefficient cloud picture:
step 7-1, solving the structure through finite element software ANSYS APDL to obtain bending moment and axial force of each unit, and extracting the bending moment and the axial force into an array;
step 7-2, selecting a target unit, namely a lining unit, extracting bending moment, axial force and shearing force of each unit by utilizing an 'enable' command, and guiding the bending moment and the axial force into arrays 'mm' and 'nn' designed in advance by utilizing a 'get' command;
step 7-3, judging whether to check the crack width and performing numerical operation on the units by using a circulation command do and a selection command if to obtain the crack width corresponding to each unit; the crack width is calculated according to the following formula:
a) For e 0 /h 0 Eccentric compression members less than or equal to 0.55, without checking crack width:
ω max ＝0 (1)
b) For e 0 /h 0 Eccentric pressed component of more than 0.55, crack width is checked
Wherein omega is max -maximum crack width (mm); h is a 0 -effective cross-sectional height (mm); f (f) tk -standard values of compressive strength (MPa) of concrete; sigma (sigma) s -tensile strength of the steel reinforcement (MPa); alpha cr -taking a stress characteristic coefficient of the component to 1.9;-the strain non-uniformity coefficient of the longitudinal tensile steel bar of the crack; sigma (sigma) sq -the longitudinal tensile bar stress of the reinforced concrete member calculated as an action quasi-permanent combination; e (E) s -modulus of elasticity (MPa) of the steel reinforcement; c s -the distance from the outer edge of the outermost longitudinal tension bar to the bottom edge of the tension zone; ρ te -the reinforcement ratio of the longitudinal tensile reinforcement calculated according to the effective tensile concrete cross-sectional area; a is that s Longitudinal reinforcement cross-sectional area (mm) of tension zone 2 )；A te Effective tensile concrete cross-sectional area (mm) 2 )；d eq -equivalent diameter of the longitudinal bars in the tension zone;
and 7-4, recording the obtained safety coefficient result into an array which is set in advance, wherein an array about the bending moment is obtained in the step 7-2 in the process, replacing the array about the bending moment by the array about the numerical value of the width of the recorded crack, and displaying the crack width of each unit according to a bending moment diagram by using a plls command.
Based on the above, in the process of the rapid safety evaluation method of the railway tunnel based on parameterized modeling, the rapid calculation and visual display of the crack width can be completed only by changing the radius and the angle of the multi-center circle determining the tunnel section size.
Preferably, the method for quickly calculating the width of the tunnel crack based on parameterized modeling and based on the intensity folding and subtracting method provided by the invention can also have the following characteristics: in step 2, the basic parameters determined include: the thickness of the lining unit, the diameter, arrangement mode, elastic modulus, poisson ratio, weight and tensile strength standard value of the steel bars in the reinforced concrete lining, the compressive strength standard value, elastic modulus and protective layer thickness of the concrete, and surrounding rock environmental parameters.
Preferably, the method for quickly calculating the width of the tunnel crack based on parameterized modeling and based on the intensity folding and subtracting method provided by the invention can also have the following characteristics: in step 3, for a four-center circular tunnel section, four circular arcs r 1 r 2 r 3 r 4 Angle alpha of arc 1 α 2 α 3 α 4 ，α 1 +α 2 +α 3 +α 4 ＝180°；
The bottom position of the tunnel inverted arch is set as the origin position of a coordinate system, and the coordinates of each circle center are determined as follows:
O 1 :(0,(r 2 -r 3 )cos(α 3 +α 4 )+r 4 -(r 4 -r 3 )cosα 4 +(r 2 -r 1 )cosα 1 )，
O 2 :((r 2 -r 1 )sinα 1 ,(r 2 -r 3 )cos(α 3 +α 4 )+r 4 -(r 4 -r 3 )cosα 4 )，
O 3 :((r 3 -r 4 )sinα 4 ,r 4 -(r 4 -r 3 )cosα 4 )，
O 4 :(0,r 4 )。
the other n-heart circles are the same.
Preferably, the method for rapidly calculating the width of the tunnel crack based on parameterized modeling and based on the intensity folding and subtracting method provided by the invention is characterized in that in the step 7-3:
e＝η s e 0 +y 0 (7)
wherein N is q -combining the calculated axial force values (N) according to the load criteria; e, the distance (m) from the axial pressure action point to the longitudinal tension steel bar combination point; e, e 0 -distance (m) from the axial force point of application to the center of gravity of the section under the combined action of the load criteria; z-distance (m) from the combined force point of the longitudinal tension steel bar to the combined force point of the section compression area; η (eta) s -the axial pressure resultant eccentricity increase factor of the practical stage; y is 0 -the distance (m) from the point of engagement of the tension bars to the centre of the section; gamma' f -the ratio of the area of the pressurized flange section to the effective area of the web section. And (3) writing sentences capable of carrying out assignment operation in an ANSYS command stream window, and finishing operation on the crack width.
Preferably, the method for quickly calculating the width of the tunnel crack based on parameterized modeling and based on the intensity folding and subtracting method provided by the invention can also have the following characteristics: z should not be greater than 0.87 0 Rectangular cross section gamma' f ＝0。
Preferably, the method for quickly calculating the width of the tunnel crack based on parameterized modeling and based on the intensity folding and subtracting method provided by the invention can also have the following characteristics: when (when)When the amount of the catalyst is less than 0.2,get->Substituting the calculated values into a formula; when->When the weight is more than 0.1, the weight is taken as +.>Substituting the calculated values into a formula; in other cases, the +.>Substituting the original value into a formula for calculation; when c s When the total weight is less than 20, taking c s =20 substituted into the formula; when c s When the weight is greater than 30, taking c s =30 substituted into the formula; in other cases, c s Substituting the original value into a formula for calculation.
< device >
The invention further provides a device for rapidly calculating the width of the tunnel crack based on parameterized modeling, which is characterized by comprising the following steps:
a discretization part discretizing a tunnel structure system formed by lining and surrounding rock into a limited number of lining units and spring units;
a basic parameter determining part for determining a basic parameter value as a model input parameter according to the actual measurement data of the tunnel to be evaluated;
A tunnel section variable and position determining part for determining that an n-heart-circle tunnel section for parameterized modeling comprises key parameter variables of arc radius and angle, wherein n is more than or equal to 1, and determining the position of the tunnel section;
a unit determining part for determining a beam unit of the composite lining structure of the section of the reaction tunnel and a rod unit for simulating the action of surrounding rocks, and defining a specific real constant according to the size of the actual dimension;
a tunnel section drawing a tunnel section according to the following steps 5-1 to 5-15;
step 5-1, enabling an operator to sequentially input the circle center positions of all the circular arcs, generating circle center coordinates of all the circular arcs into class 1 key points, and generating the key points at the vault positions;
step 5-2, sequentially making arcs corresponding to the n-heart-circle tunnel sections by taking the 1-type key points generated in the step as the circle centers, r as the radius and alpha as the circle centers, and drawing arcs by taking the 2-type key points as starting points in the process of drawing arcs each time by taking the point with the largest record number of a get command as the 2-type key point after each step of arc generation according to the characteristic that the key point numbers of ANSYS working interfaces are continuously accumulated;
step 5-3, making the circle center of the type 1 key points, wherein r is a radius, alpha/2 is an arc with angles corresponding to each other in sequence, repeating the operation of step 5-2, generating the key points after each arc is finished, and taking the key points as the type 3 key points, dividing each arc line into two sections, and recording the midpoint positions of the sections of the arc lines at the same time, thereby obtaining the starting point, the midpoint and the termination point of each section of the arc on the half side of the n-heart-shaped circular section;
Step 5-4, deleting a line by using an 'ldele' command, then using a 'larc' command to take a class 2 key point and a vault position key point as two endpoints of an arc, taking a class 3 key point as an important point through which the arc passes as an arc, and sequentially connecting the connected arcs by using a 'lcomb' command to be used as an arc line 1;
step 5-5, generating a complete tunnel profile by utilizing an lsymm command to be symmetrical along a y-axis;
step 5-6, "lsel" selects all lines, the "lesize" command divides the arcs into the desired number of units, the "lmesh" command performs unit division, and then the "nummrg" command performs node integration;
step 5-7, "nsel" selects a point with an ordinate of 0, namely, a coordinate system origin, and "get" takes the point as a starting point and "nsel" selects a node generated on the left side;
step 5-8, defining each node by adopting an array, defining an array a as a tunnel lining unit node storage array, and a (1) as an inverted arch bottom starting point unit number;
step 5-9, performing a cyclic operation on the left node by using a cyclic command 'do', continuously selecting the node closest to the node from the point a (1) by using a 'nnear' command as the node in the next numbering sequence, and removing the defined node in each step by using a 'nsel' command in order to avoid repeated selection of the defined node;
Step 5-10, selecting a node on the right side of the tunnel section, and using the node at the vault position as a starting point, and circularly using a 'nnear' command to record the nodes in the array a in sequence, so that the nodes are ordered;
step 5-11, selecting all nodes in the array a, obtaining the maximum node of the abscissa by using a get command, and carrying the maximum node into a collapse formula to calculate the collapse height of the deep and shallow tunnel;
step 5-12, using a circulation program, selecting beam units to be sequentially connected with all nodes represented by the array through an e command, and carrying out parameter assignment at the same time;
step 5-13, entering a preprocessing module, and eliminating the influence of redundant lines by using a command of lclear;
step 5-14, setting a node of an end point of an outer ring rod unit for simulating the action of surrounding rock, setting the outer ring radius l to l=r+1, repeating the operation steps 5-2 to 5-10, setting the node of the end point part of the rod unit to be an array b, wherein the array b is consistent with the sequence of the array a and is positioned on the outer ring of the lining unit;
step 5-15, selecting a rod unit, correspondingly connecting all nodes represented by an array a and an array b by using a cyclic program sequentially through an e command, and simultaneously carrying out parameter assignment to complete parameterized modeling;
A restraining and load applying section for applying a load on the tunnel cross-sectional structure according to the following steps 6-1 to 6-4;
step 6-1, entering a post-processing module, namely firstly selecting a rod unit endpoint represented by an array b to be constrained and fixed by using a d command through a cyclic program, and enabling the rod unit endpoint to be equivalent to a spring structure;
step 6-2, applying an equivalent load to the lining node by adopting a circulating command 'do', applying a positive transverse load to the left half side structure, applying a negative transverse load to the right half side structure, and applying symmetrical loads to the symmetrical structure;
step 6-3, selecting the number of the point with the abscissa equal to the maximum value of the abscissa in the step 5-11 in the process from each node represented by the array a by utilizing a circulation command, and exiting the circulation once selected, so as to obtain the number of the leftmost node and the rightmost node of the tunnel profile;
step 6-4, applying negative vertical load to the upper part of the structure by using a circulation command according to the array number obtained in the step 6-3, and completing load constraint and application of the model;
a result extraction unit for obtaining the crack width corresponding to each unit according to the following steps 7-1 to 7-3;
step 7-1, solving the structure through finite element software ANSYS APDL to obtain bending moment and axial force of each unit, and extracting the bending moment and the axial force into an array;
Step 7-2, selecting lining units, extracting bending moment, axial force and shearing force of each unit by using an "enable" command, and guiding the bending moment and the axial force into arrays "mm" and "nn" designed in advance by using a "get" command to obtain an array of bending moment sizes;
step 7-3, performing size eccentricity judgment and numerical operation on the units by using a circulation command do and a selection command if to obtain the corresponding crack widths of the units; the crack width is calculated according to the following formula:
c) For e 0 /h 0 Eccentric compression members less than or equal to 0.55, without checking crack width:
ω max ＝0 (1)
d) For e 0 /h 0 Eccentric pressed component of more than 0.55, crack width is checked
Wherein omega is max -maximum crack width; h is a 0 -effective height of cross section; f (f) tk -concrete compressive strength standard value; sigma (sigma) s -tensile strength of the steel reinforcement; alpha cr -a component force characteristic coefficient;-the strain non-uniformity coefficient of the longitudinal tensile steel bar of the crack; alpha sq -longitudinal tension bar stress of the reinforced concrete member; e (E) s -the modulus of elasticity of the steel reinforcement; c s -the distance from the outer edge of the outermost longitudinal tension bar to the bottom edge of the tension zone; ρ te -the reinforcement ratio of the longitudinal tensile reinforcement calculated according to the effective tensile concrete cross-sectional area; a is that s -the cross-sectional area of the longitudinal bars in the tension zone; a is that te -effective tensile concrete cross-sectional area; d, d eq -equivalent diameter of the longitudinal bars in the tension zone;
a crack width distribution diagram generating part which records the obtained safety coefficient result into an array which is set in advance, replaces the array which records the magnitude of the crack width value with the array which records the magnitude of the bending moment, and displays the crack width of each unit according to the bending moment diagram by using a plls command to obtain a crack width distribution diagram;
an input display part for allowing a user to input an operation instruction and performing corresponding display;
the control part is communicated with the discrete part, the basic parameter determining part, the tunnel section variable and position determining part, the unit determining part, the tunnel section drawing part, the constraint and load applying part, the result extracting part, the crack width distribution diagram generating part and the input display part, and controls the operation of the discrete part, the basic parameter determining part, the tunnel section variable and position determining part, the unit determining part, the tunnel section drawing part, the constraint and load applying part, the result extracting part, the crack width distribution diagram generating part and the input display part.
Preferably, the device for quickly calculating the width of the tunnel crack based on parameterized modeling provided by the invention further comprises: in the basic parameter determining part, an operator inputs the thickness of a lining unit, the diameter, arrangement mode, elastic modulus, poisson ratio, weight and tensile strength standard values of steel bars in a reinforced concrete lining, the compressive strength standard value, elastic modulus and protective layer thickness of the concrete and surrounding rock environment parameters as model input parameters according to the actual measurement data of a tunnel to be evaluated.
Preferably, the rapid calculation device for the tunnel crack width based on parameterized modeling provided by the invention can be further characterized by comprising the following steps: the input display part displays the crack width distribution diagram lines generated by the crack width distribution diagram generation part, and displays specific safety coefficients at corresponding positions of the tunnel section structure through different colors according to the width of the crack.
Effects and effects of the invention
According to the method and the device for quickly calculating the width of the tunnel crack based on parameterized modeling, provided by the invention, the traditional node positions are replaced by the array, one-key parameterized modeling is realized, modeling and finite element calculation are mutually matched, a large amount of time can be shortened in the design of the tunnel section, internal force data is not required to be imported into calculation software, the error probability is reduced, the design efficiency is greatly improved, and the maximum crack width and position information can be quickly, intuitively and comprehensively obtained by an operator by displaying the crack width of each unit on the tunnel section through a crack width distribution diagram, so that the quick, safe and stable guarantee is provided for the construction of tunnel engineering.
Drawings
FIG. 1 is a flow chart of a method for rapidly calculating the width of a railway tunnel crack based on parameterized modeling according to the present invention;
FIG. 2 is a cross-sectional view of a four-heart-circle tunnel in accordance with the present invention;
FIG. 3 is a half profile of a tunnel section according to the present invention;
FIG. 4 is a schematic diagram of an array representation of node numbers in accordance with the present invention;
FIG. 5 is a schematic outline of a tunnel model according to the present invention;
FIG. 6 is a schematic drawing of a tunnel section model in accordance with the present invention;
FIG. 7 is a constraint effect diagram of a model according to the present invention;
FIG. 8 is a diagram of the applied load of the structure in accordance with the present invention;
FIG. 9 is a modeling diagram of a lining structural unit in accordance with the present invention;
FIG. 10 is a diagram of the constraints and applied loads involved in the present invention;
FIG. 11 is a graph showing the result of checking the lining unit according to the present invention;
FIG. 12 is a graph of crack width distribution in accordance with the present invention;
FIG. 13 is a cross-sectional pattern diagram CAD generated using a prior art method in a comparative example;
FIG. 14 is a graph of node numbers of the comparative example divided using the prior art method;
fig. 15 is a node number and a position diagram obtained by the prior art method in the comparative example;
FIG. 16 is a modeling diagram of a lining structural unit obtained by the method of the present invention in comparative example;
FIG. 17 is a graph showing crack width distribution obtained by the method of the present invention in comparative example;
FIG. 18 is a graph of crack width distribution of a different thickness of lining obtained by the method of the present invention in comparative example, wherein (a) a 0.50m steel bar is lined by 26mm; (b) lining 0.51m steel bars by 28mm; (c) lining 0.52m steel bars by 30mm; (d) lining 0.53m steel bars by 32mm.
Detailed Description
The following describes in detail the specific embodiments of the method and the device for quickly calculating the tunnel crack width based on parameterized modeling according to the present invention with reference to the accompanying drawings.
Example 1
In the embodiment, the method for rapidly calculating the width of the tunnel crack based on parameterized modeling is adopted, and the crack width of each unit under the condition of deep burying of a V-level surrounding rock environment is calculated by taking the standard tunnel section of a double-track railway with the speed of 200km per hour as an example.
1. Determining basic parameters and assigning values
The tunnel is structurally designed by adopting the numerical values recommended in the current specifications, the secondary lining is made of C35 strength concrete, the inner side and the outer side of the tunnel are respectively made of HRB335 strength steel bars, the design parameters are shown in table 1, the parameters of V-level surrounding rock are shown in table 2, the bearing load ratio is 0.7, the parameters of the HRB335 strength steel bars are shown in table 3, the parameters of the C35 strength concrete are shown in table 4, and the number of lining units is 164;
TABLE 1 reinforcing parameter of standard chart of passenger-cargo collinear railway double-line tunnel with speed of 200km per hour
TABLE 2V parameters of surrounding rock
Table 3 hrb335 reinforcement parameters
Table 4 c35 concrete parameters
2. Inputting key parameters for parametric modeling
According to the recommended section in the railway tunnel specification, determining that the radius of each circular arc of the multi-center circle of the double-track railway tunnel with the speed of 200km per hour is r respectively 1 ＝6.03、r 2 ＝6.03、r 3 ＝2.5、r 4 The angles of the corresponding arcs are 72 degrees, 35 degrees and 50 degrees respectively, a lining structure load-structural method calculation model is constructed as shown in fig. 9, an array a is determined to be an array representing a lining unit node, an array b is determined to be an array representing a rod unit node, and the lining unit node and the array b are sequentially connected by using a circulation command; 3. setting constraint applied load
For the model completed in the previous step, using a cyclic command to apply a transverse constraint and a longitudinal constraint on the rod unit node represented by the array b, and using a cyclic command to apply a horizontal load and a vertical load on the lining unit node represented by the array a, wherein the result is shown in fig. 10;
4. solving and extracting the result
Solving the structure by utilizing finite element software ANSYS APDL to obtain bending moment and axial force of each unit, and extracting the bending moment and the axial force into an array;
5. judging lining type
The calculation program in ANSYS itself adopts a circulation command to judge whether the maximum crack width calculation is needed or not for each unit, the unit which does not need to calculate the crack width is marked as a numerical value of '1', the unit which does not need to calculate the crack width is marked as a numerical value of '2', the data of the recorded state result is imported into an array for counting bending moment, and the state is displayed by using a plls command as shown in figure 11.
6. Visual display of results
Calculating by adopting the formula (1) and the formula (7), introducing the calculated result into an array of statistical bending moment data in the same way as the previous step, and displaying the crack width of each unit by using a plls command as shown in figure 12; the position where the crack width checking calculation is needed is obtained at the tunnel vault, and the maximum crack width is 0.263mm and is larger than 0.2mm, which indicates that the design does not meet the requirements of normal use states, and structural important parameters such as the diameter of a reinforcing steel bar or the reinforcing steel bar rate can be changed to carry out reinforcing treatment.
The above embodiment is based on four-center circle modeling, for any n-center circle, the arc parts can be disassembled into a multi-section arc form with the same radius, the same circle center and the same circle center angle, the circle center angle addition meets the arc, then the multi-section arc form is brought into a program to finish the calculation of the crack width of the tunnel lining unit, and the selection, judgment and calculation appearing in the figure can be finished by using ANSYS APDL.
< example two >
The second embodiment provides a device for quickly determining a fracture surface safety coefficient according to a rapid calculation method of a tunnel fracture width based on parameterized modeling, which comprises a discrete part, a basic parameter determining part, a tunnel fracture surface variable and position determining part, a unit determining part, a tunnel fracture surface drawing part, a constraint and load applying part, a result extracting part, a fracture width distribution map generating part, an input display part and a control part.
The discrete part is used for discretizing a tunnel structure system formed by lining and surrounding rock into a limited number of lining units and spring units.
The basic parameter determining part determines basic parameter values as model input parameters according to the actual measurement data of the tunnel to be evaluated; in the basic parameter determining part, an operator inputs the thickness of a lining unit, the diameter, arrangement mode, elastic modulus, poisson ratio, weight and tensile strength standard values of steel bars in the reinforced concrete lining, the compressive strength standard value, elastic modulus and protective layer thickness of the concrete and surrounding rock environment parameters as model input parameters according to the actual measurement data of a tunnel to be evaluated.
The tunnel section variable and position determining part determines that the n-heart-circle tunnel section for parametric modeling comprises key parameter variables of arc radius and angle, n is more than or equal to 1, and determines the position of the tunnel section.
And a unit determining part for determining the beam unit of the composite lining structure of the cross section of the reaction tunnel and the rod unit for simulating the action of surrounding rocks, and defining a specific real constant according to the size of the actual dimension.
The tunnel section drawing section draws the tunnel section according to the following steps 5-1 to 5-15:
step 5-1, sequentially inputting the circle center positions of all the circular arcs, generating circle center coordinates of all the circular arcs into class 1 key points, and generating key points at the vault positions in the same way;
Step 5-2, sequentially making arcs corresponding to the n-heart-circle tunnel sections by taking the 1-type key points generated in the step as the circle centers, r as the radius and alpha as the circle centers, and drawing arcs by taking the 2-type key points as starting points in the process of drawing arcs each time by taking the point with the largest record number of a get command as the 2-type key point after each step of arc generation according to the characteristic that the key point numbers of ANSYS working interfaces are continuously accumulated;
step 5-3, making the circle center of the type 1 key points, wherein r is a radius, alpha/2 is an arc with angles corresponding to each other in sequence, repeating the operation of step 5-2, generating the key points after each arc is finished, and taking the key points as the type 3 key points, dividing each arc line into two sections, and recording the midpoint positions of the sections of the arc lines at the same time, thereby obtaining the starting point, the midpoint and the termination point of each section of the arc on the half side of the n-heart-shaped circular section;
step 5-4, deleting a line by using an 'ldele' command, then using a 'larc' command to take a class 2 key point and a vault position key point as two endpoints of an arc, taking a class 3 key point as an important point through which the arc passes as an arc, and sequentially connecting the connected arcs by using a 'lcomb' command to be used as an arc line 1;
step 5-5, generating a complete tunnel profile by utilizing an lsymm command to be symmetrical along a y-axis;
Step 5-6, "lsel" selects all lines, the "lesize" command divides the arcs into the desired number of units, the "lmesh" command performs unit division, and then the "nummrg" command performs node integration;
step 5-7, "nsel" selects a point with an ordinate of 0, namely, a coordinate system origin, and "get" takes the point as a starting point and "nsel" selects a node generated on the left side;
step 5-8, defining each node by adopting an array, defining an array a as a tunnel lining unit node storage array, and a (1) as an inverted arch bottom starting point unit number;
step 5-9, performing a cyclic operation on the left node by using a cyclic command 'do', continuously selecting the node closest to the node from the point a (1) by using a 'nnear' command as the node in the next numbering sequence, and removing the defined node in each step by using a 'nsel' command in order to avoid repeated selection of the defined node;
step 5-10, selecting a node on the right side of the tunnel section, and using the node at the vault position as a starting point, and circularly using a 'nnear' command to record the nodes in the array a in sequence, so that the nodes are ordered;
step 5-11, selecting all nodes in the array a, obtaining the maximum node of the abscissa by using a get command, and carrying the maximum node into a collapse formula to calculate the collapse height of the deep and shallow tunnel;
Step 5-12, using a circulation program, selecting beam units to be sequentially connected with all nodes represented by the array through an e command, and carrying out parameter assignment at the same time;
step 5-13, entering a preprocessing module, and eliminating the influence of redundant lines by using a command of lclear;
step 5-14, setting a node of an end point of an outer ring rod unit for simulating the action of surrounding rock, setting the outer ring radius l to l=r+1, repeating the operation steps 5-2 to 5-10, setting the node of the end point part of the rod unit to be an array b, wherein the array b is consistent with the sequence of the array a and is positioned on the outer ring of the lining unit;
and 5-15, selecting a rod unit, correspondingly connecting all nodes represented by the array a and the array b by using a cyclic program through an e command, and simultaneously carrying out parameter assignment to complete parameterized modeling.
The restraining and load applying section applies a load on the tunnel section structure according to the following steps 6-1 to 6-4:
step 6-1, entering a post-processing module, namely firstly selecting a rod unit endpoint represented by an array b to be constrained and fixed by using a d command through a cyclic program, and enabling the rod unit endpoint to be equivalent to a spring structure;
step 6-2, applying an equivalent load to the lining node by adopting a circulating command 'do', applying a positive transverse load to the left half side structure, applying a negative transverse load to the right half side structure, and applying symmetrical loads to the symmetrical structure;
Step 6-3, selecting the number of the point with the abscissa equal to the maximum value of the abscissa in the step 5-11 in the process from each node represented by the array a by utilizing a circulation command, and exiting the circulation once selected, so as to obtain the number of the leftmost node and the rightmost node of the tunnel profile;
and 6-4, applying negative vertical load to the upper part of the structure by using a circulation command according to the array number obtained in the step 6-3, and completing load constraint and application of the model.
The result extracting section obtains the slit width corresponding to each unit according to the following steps 7-1 to 7-3:
step 7-1, solving the structure through finite element software ANSYS APDL to obtain bending moment and axial force of each unit, and extracting the bending moment and the axial force into an array;
step 7-2, selecting lining units, extracting bending moment, axial force and shearing force of each unit by using an "enable" command, and guiding the bending moment and the axial force into arrays "mm" and "nn" designed in advance by using a "get" command to obtain an array of bending moment sizes;
step 7-3, performing size eccentricity judgment and numerical operation on the units by using a circulation command do and a selection command if to obtain the corresponding crack widths of the units; the crack width is calculated according to the following formula:
e) For e 0 /h 0 Eccentric compression members less than or equal to 0.55, without checking crack width:
ω max ＝0 (1)
f) For e 0 /h 0 Eccentric pressed component of more than 0.55, crack width is checked
Wherein omega is max -maximum crack width; h is a 0 -effective height of cross section; f (f) tk -concrete compressive strength standard value; sigma (sigma) s -tensile strength of the steel reinforcement; alpha cr -a component force characteristic coefficient;-the strain non-uniformity coefficient of the longitudinal tensile steel bar of the crack; sigma (sigma) sq -longitudinal tension bar stress of the reinforced concrete member; e (E) s -the modulus of elasticity of the steel reinforcement; c s Outside of the outermost longitudinal tension barsThe distance from the edge to the bottom edge of the tension zone; ρ te -the reinforcement ratio of the longitudinal tensile reinforcement calculated according to the effective tensile concrete cross-sectional area; a is that s -the cross-sectional area of the longitudinal bars in the tension zone; a is that te -effective tensile concrete cross-sectional area; d, d eq -equivalent diameter of the longitudinal bars in the tension zone.
The crack width distribution map generation part records the obtained safety coefficient result into an array which is set in advance, replaces the array which records the magnitude of the crack width value with the array which records the magnitude of the bending moment, and displays the crack width of each unit according to the bending moment map by using a plls command to obtain the crack width distribution map.
The input display part is used for enabling a user to input an operation instruction and correspondingly display the operation instruction; specifically, the input display part can display parameters to be input in the basic parameter determining part, so that an operator inputs actual measurement parameter values; the input display part can also display the number of circle centers, coordinates, arc radius and angles of the tunnel section determined by the tunnel section variable and position determining part according to the instruction; the input display unit may be configured to display the tunnel cross-section drawing unit according to the instruction, complete the load constraint of the model and the post-application tunnel cross-section according to the instruction display constraint and the load application unit, and display the slit widths of the respective units obtained by the instruction display result extraction unit, and display the slit width distribution map generated by the slit width distribution map generation unit, so that the specific slit widths are displayed in different colors at the respective unit positions of the tunnel cross-section structure according to the numerical range.
The control part is communicated with the discrete part, the basic parameter determining part, the tunnel section variable and position determining part, the unit determining part, the tunnel section drawing part, the constraint and load applying part, the result extracting part, the crack width distribution map generating part and the input display part, and controls the operation of the discrete part, the basic parameter determining part, the tunnel section variable and position determining part, the unit determining part, the tunnel section drawing part, the constraint and load applying part, the result extracting part, the crack width distribution map generating part and the input display part.
Comparative example
The safety coefficient is obtained by adopting the prior art method:
the parameters given in step 1 of example one were selected and the crack width calculated using prior art methods.
1. Drawing a cross-sectional view
And constructing a tunnel standard section diagram in CAD, outputting the tunnel standard section diagram as a region, and generating an SAT file.
2. Determining node location
Importing a sat file into ANSYS APDL, deleting redundant lines in the middle, connecting circular arcs, displaying the outline map of the complete tunnel modeling lining node and the rod unit node simulating the action of surrounding rock by using a symmetrical command, arbitrarily setting unit types and numbering, performing unit division on the four circular arcs by using a 'lesize' command to generate the number of the wanted nodes, and clicking List > nodes > connectors only to obtain the numbers and coordinates of all the nodes.
3. Node arrangement
In order to save time by using a circulation command in the load applying process, the corresponding node numbers and coordinates are imported into excel, and the nodes are sequentially adjusted in the excel by referring to the positions of the node numbers of the upper graph.
4. Modeling
According to the normal modeling sequence, the node numbers and the coordinates of the nodes are gradually input through an "n" command, as shown in fig. 15, and then the lining nodes and the rod unit nodes are gradually connected through an "e" command, so that the units are generated and assigned.
5. Solving for
And restraining the displacement of the rod unit node, applying load, and obtaining the internal force of the structure through the solving function of finite element software.
6. Crack width calculation
Because the model is symmetrical, only half of the model units need to be calculated, and the internal force of each unit of the structure is extracted, as shown in table 5.
TABLE 5 internal forces of each cell
To determine whether the structural unit needs to perform calculation of the crack width in the normal use state, the eccentricity of each unit and the ratio of the effective height are calculated according to the internal force result obtained in the previous step are shown in table 6.
Table 6 ratio of eccentricity to effective height of each cell
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From the above calculation results, it is clear that only the reinforced concrete lining elements having the element numbers 80, 81, 82, 83, 84, 85 are required to perform the crack width checking, and the crack widths are calculated by taking the reinforced concrete lining elements into the formulas (1) to (7) as shown in table 7.
TABLE 7 crack width calculation map
The maximum width of the slit was 0.28934mm as a result of calculation. Comparative example one of the invention A kind of electronic deviceThe quick crack width determining method has small gap in crack width and quite accurate, because the first embodiment and the prior art method are both aimed at the simplest standard section for calculation, if actual engineering calculation is involved, the prior art method is complicated in operation and calculation, long in time consumption, and error data is easy to introduce, so that the accuracy cannot be effectively ensured. The method can be used for one-key parametric modeling, integrates modeling, finite element calculation and safety coefficient calculation, and can also generate a crack width distribution map to intuitively display the crack widths at different positions of the tunnel section, so that the processing time is greatly saved, error data caused by tedious processing is effectively avoided, and the accuracy of the result is ensured.
For tunnel design under different geological conditions or engineering needs, the maximum crack width of a lining unit needs to meet different values, if the lining thickness needs to be changed, the dead weight of the structure can influence internal force, modeling calculation is needed again, the internal force is led out to be carried into calculation software for calculation, the optimal design effect is achieved after multiple times of calculation, and complicated redundancy is easy to make mistakes.
The method can directly change the parameter values to be changed in the command, change the values of lining thickness, steel bar diameter, reinforcement ratio and the like in the basic variable input stage, and quickly and accurately obtain the result.
For the section design of different speed railway tunnels, the invention can also be adopted, for example, the radius of each circular arc of the speed 160km per hour railway multi-center circle is r respectively under the same design environment 1 ＝5.40、r 2 ＝7.72、r 3 ＝1.70、r 4 The angles of the corresponding circular arcs are 60 degrees, 40 degrees and 59 degrees respectively, a lining structure load-structural method calculation model is shown in fig. 16, and a safety coefficient result cloud chart is shown in fig. 17.
For the section design process in reinforcement checking calculation, the self weight of the structure changes in the finite element calculation process due to the change of the thickness of the lining section, and modeling and real constant assignment are needed to be carried out again in the modeling process of the prior art method. For example, the maximum crack width of a section of tunnel cross-section lining element is set to 0.2mm, the initial lining thickness of the lining element is set to 0.5m, and the diameter of the reinforcing steel bar is set to 26mm by adopting the environmental parameters given in the example.
When designing according to the prior art method, a model needs to be built according to the method in the example, and then internal force is derived for safety coefficient calculation:
(1) When the thickness of the lining is 0.5m and the diameter of the reinforcing steel bar is 26mm, repeating the steps, reestablishing a finite element model, leading out internal force, obtaining the maximum value of the maximum crack width of the lining unit in calculation software to be 0.32mm, and not meeting the design requirement, wherein the thickness of the section is required to be increased, the thickness is adjusted to be 0.51m, the diameter of the reinforcing steel bar is increased, and the diameter is adjusted to be 28mm; (2) When the thickness of the lining is 0.51m and the diameter of the steel bar is 28mm, repeating the steps, reestablishing a finite element model, leading out internal force, obtaining the maximum value of the maximum crack width of the lining unit in calculation software to be 0.27, and not meeting the design requirement, wherein the thickness of the section is required to be increased, the thickness is adjusted to be 0.52m, the diameter of the steel bar is increased, and the diameter is adjusted to be 30mm; (3) When the thickness of the lining is 0.52m and the diameter of the steel bar is 30mm, repeating the steps, reestablishing a finite element model, leading out internal force, obtaining the maximum value of the maximum crack width of the lining unit in calculation software to be 0.23, and not meeting the design requirement, wherein the thickness of the section is required to be increased, the thickness is adjusted to be 0.53m, the diameter of the steel bar is increased, and the diameter is adjusted to be 32mm; (4) When the thickness of the lining is 0.53m and the diameter of the steel bar is 32mm, repeating the steps, reestablishing the finite element model, leading out the internal force, and obtaining the maximum crack width of the lining unit in the calculation software to be 0.19, thereby meeting the design requirement. The lining thickness is 0.53m, and when the diameter of the steel bar is 32mm, the design meets the maximum crack width requirement in the environment.
With the method of the invention, the model can be changed by continuously controlling the parameters of the lining thickness, the calculation of the maximum crack width is directly carried out again, the calculation step is greatly simplified, and when the lining thickness is locked, the crack width distribution diagram is directly output by one key, as shown in fig. 18.
In the process, the method can shorten a large amount of time, does not need to import internal force data into calculation software, reduces the error probability and greatly improves the design efficiency. The 4 sections described above take more than 1 hour to obtain the maximum crack width using prior art methods, whereas the 6 crack width profiles shown in fig. 18 can be generated in less than 10 minutes using the method of the present invention.
In summary, the invention has the advantages that the traditional node position is replaced by the array, the one-key parametric modeling can be realized only by a plurality of parameters, the modeling, the finite element calculation and the safety coefficient calculation are integrated, and the safety coefficient visual display program is compiled, so that the invention is really convenient, quick, visual and refined, accurate and efficient. Meanwhile, in the section design process of different shapes, modeling can be quickly performed through specific parameters, the problem that the modeling of the traditional scheme is complicated and excessively long is solved, in the section design process, the modeling process is required to be repeated continuously due to the influence of structural stress caused by changing the lining thickness of the traditional scheme, the section design can be completed only by changing the parameters for controlling the lining thickness, reinforcement can be completed by changing the parameters for controlling various variables, and target result calculation is realized in a program. Compared with the prior art, the time, operability and error rate are greatly improved.
The above embodiments are merely illustrative of the technical solutions of the present invention. The method and apparatus for quickly calculating the width of the tunnel crack based on parameterized modeling according to the present invention are not limited to the above embodiments, but the scope of the invention is defined by the claims. Any modifications, additions or equivalent substitutions made by those skilled in the art based on this embodiment are within the scope of the invention as claimed in the claims.

Claims (9)

1. The method for rapidly calculating the width of the tunnel crack based on parameterized modeling is characterized by comprising the following steps of:
step 1, discretization:
discretizing a tunnel structure system formed by lining and surrounding rock into a limited number of lining units and spring units;
step 2, determining basic parameters:
according to the actual measurement data of the tunnel to be evaluated, determining a basic parameter value as a model input parameter;
step 3, determining that an n-heart-circle tunnel section for parameterized modeling comprises key parameter variables of arc radius and angle, wherein n is more than or equal to 1, and determining the position of the tunnel section;
step 4, determining unit types, material parameters and real constants:
determining a beam unit of a composite lining structure of a reaction tunnel section and a rod unit for simulating the action of surrounding rocks, and defining a real constant according to the size of the actual dimension;
And 5, drawing a tunnel section, which comprises the following substeps:
step 5-1, sequentially inputting the circle center positions of all the circular arcs, generating circle center coordinates of all the circular arcs into class 1 key points, and generating key points at the vault positions in the same way;
step 5-2, sequentially making arcs corresponding to the n-heart-circle tunnel sections by taking the 1-type key points generated in the step as the circle centers, r as the radius and alpha as the circle centers, and drawing arcs by taking the 2-type key points as starting points in the process of drawing arcs each time by taking the point with the largest record number of a get command as the 2-type key point after each step of arc generation according to the characteristic that the key point numbers of ANSYS working interfaces are continuously accumulated;
step 5-3, making the circle center of the type 1 key points, wherein r is a radius, alpha/2 is an arc with angles corresponding to each other in sequence, repeating the operation of step 5-2, generating the key points after each arc is finished, and taking the key points as the type 3 key points, dividing each arc line into two sections, and recording the midpoint positions of the sections of the arc lines at the same time, thereby obtaining the starting point, the midpoint and the termination point of each section of the arc on the half side of the n-heart-shaped circular section;
step 5-4, deleting a line by using an 'ldele' command, then using a 'larc' command to take a class 2 key point and a vault position key point as two endpoints of an arc, taking a class 3 key point as an important point through which the arc passes as an arc, and sequentially connecting the connected arcs by using a 'lcomb' command to be used as an arc line 1;
Step 5-5, generating a complete tunnel profile by utilizing an lsymm command to be symmetrical along a y-axis;
step 5-6, "lsel" selects all lines, the "lesize" command divides the arcs into the desired number of units, the "lmesh" command performs unit division, and then the "nummrg" command performs node integration;
step 5-7, "nsel" selects a point with an ordinate of 0, namely, a coordinate system origin, and "get" takes the point as a starting point and "nsel" selects a node generated on the left side;
5-8, defining each node by adopting an array, wherein an array a is defined as a tunnel lining unit node storage array, and a (1) is an inverted arch bottom starting point unit number;
step 5-9, performing a cyclic operation on the left node by using a cyclic command 'do', continuously selecting the node closest to the node from the point a (1) by using a 'nnear' command as the node in the next numbering sequence, and removing the defined node in each step by using a 'nsel' command in order to avoid repeated selection of the defined node;
step 5-10, selecting a node on the right side of the tunnel section, and using the node at the vault position as a starting point, and circularly using a 'nnear' command to record the nodes in the array a in sequence, so that the nodes are ordered;
Step 5-11, selecting all nodes in the array a, obtaining the maximum node of the abscissa by using a get command, and carrying the maximum node into a collapse formula to calculate the collapse height of the deep and shallow tunnel;
step 5-12, using a circulation program, selecting beam units to be sequentially connected with all nodes represented by the array through an e command, and carrying out parameter assignment at the same time;
step 5-13, entering a preprocessing module, and eliminating the influence of redundant lines by using a command of lclear;
step 5-14, setting a node of an end point of an outer ring rod unit for simulating the action of surrounding rock, setting the outer ring radius l to l=r+1, repeating the operation steps 5-2 to 5-10, setting the node of the end point part of the rod unit to be an array b, wherein the array b is consistent with the sequence of the array a and is positioned on the outer ring of the lining unit;
step 5-15, selecting a rod unit, correspondingly connecting all nodes represented by an array a and an array b by using a cyclic program sequentially through an e command, and simultaneously carrying out parameter assignment to complete parameterized modeling;
and 6, applying constraint and load, wherein the method comprises the following substeps:
step 6-1, entering a post-processing module, and selecting a rod unit endpoint represented by an array b to be constrained and fixed by using a d command through a cyclic program, so that the rod unit endpoint is equivalent to a spring structure;
Step 6-2, applying an equivalent load to the lining node by adopting a circulating command 'do', applying a positive transverse load to the left half side structure, applying a negative transverse load to the right half side structure, and applying symmetrical loads to the symmetrical structure;
step 6-3, selecting the number of the point with the abscissa equal to the maximum value of the abscissa in the step 5-11 in the process from each node represented by the array a by utilizing a circulation command, and exiting the circulation once selected, so as to obtain the number of the leftmost node and the rightmost node of the tunnel profile;
step 6-4, applying negative vertical load to the upper part of the structure by using a circulation command according to the array number obtained in the step 6-3, and completing load constraint and application of the model;
step 7: results extraction and crack width profile display:
step 7-1, solving the structure through finite element software ANSYS APDL to obtain bending moment and axial force of each unit, and extracting the bending moment and the axial force into an array;
step 7-2, selecting lining units, extracting bending moment, axial force and shearing force of each unit by using an 'enable' command, and guiding the bending moment and the axial force into arrays 'mm' and 'nn' designed in advance by using a 'get' command;
Step 7-3, judging whether to check the crack width and performing numerical operation on the units by using a circulation command do and a selection command if to obtain the crack width corresponding to each unit; the crack width is calculated according to the following formula:
a) For e 0 /h 0 Eccentric compression members less than or equal to 0.55, without checking crack width:
ω max ＝0 (1)
b) For e 0 /h 0 >0.55 eccentric compression member, crack width to be checked
Wherein omega is max -maximum crack width; h is a 0 -effective height of cross section; f (f) tk -concrete compressive strength standard value; sigma (sigma) s -tensile strength of the steel reinforcement; alpha cr -a component force characteristic coefficient;-the strain non-uniformity coefficient of the longitudinal tensile steel bar of the crack; sigma (sigma) sq -longitudinal tension bar stress of the reinforced concrete member; e (E) s -the modulus of elasticity of the steel reinforcement; c s -the distance from the outer edge of the outermost longitudinal tension bar to the bottom edge of the tension zone; ρ te -the reinforcement ratio of the longitudinal tensile reinforcement calculated according to the effective tensile concrete cross-sectional area; a is that s -the cross-sectional area of the longitudinal bars in the tension zone; a is that te -effective tensile concrete cross-sectional area; d, d eq -equivalent diameter of the longitudinal bars in the tension zone;
and 7-4, recording the obtained safety coefficient result into an array which is set in advance, replacing the array for recording the magnitude of the bending moment with the array for recording the magnitude of the width of the crack, and displaying the width of the crack of each unit according to a bending moment diagram by using a plls command.
2. The method for quickly calculating the width of the tunnel crack based on parameterized modeling according to claim 1, wherein the method comprises the following steps:
wherein, in step 2, the determined basic parameters include: the thickness of the lining unit, the diameter, arrangement mode, elastic modulus, poisson ratio, weight and tensile strength standard value of the steel bars in the reinforced concrete lining, the compressive strength standard value, elastic modulus and protective layer thickness of the concrete, and surrounding rock environmental parameters.
3. The method for quickly calculating the width of the tunnel crack based on parameterized modeling according to claim 1, wherein the method comprises the following steps:
wherein, in step 3, forFour-center circular tunnel section, four sections of circular arcs r 1 r 2 r 3 r 4 Angle alpha of arc 1 α 2 α 3 α 4 ，α 1 +α 2 +α 3 +α 4 ＝180°；
The bottom position of the tunnel inverted arch is set as the origin position of a coordinate system, and the coordinates of each circle center are determined as follows:
O 1 :(0,(r 2 -r 3 )cos(α 3 +α 4 )+r 4 -(r 4 -r 3 )cosα 4 +(r 2 -r 1 )cosα 1 )，
O 2 :((r 2 -r 1 )sinα 1 ,(r 2 -r 3 )cos(α 3 +α 4 )+r 4 -(r 4 -r 3 )cosα 4 )，
O 3 :((r 3 -r 4 )sinα 4 ,r 4 -(r 4 -r 3 )cosα 4 )，
O 4 :(0,r 4 )。
4. the method for quickly calculating the width of the tunnel crack based on parameterized modeling according to claim 1, wherein the method comprises the following steps:
wherein, in step 7-3:
e＝η s e 0 +y 0 (7)
wherein N is q -combining the calculated axial force values according to the load criteria; e, the distance from the axial pressure action point to the longitudinal tension steel bar combination point; e, e 0 Under the combined action of load standard, the axial force action point is up to the center of gravity of the section Is a distance of (2); z-distance from the combined force point of the longitudinal tension steel bar to the combined force point of the section compression area; η (eta) s -the axial pressure resultant eccentricity increase factor of the practical stage; y is 0 -the distance from the resultant force point of the tension steel bar to the center of the section; gamma' f -the ratio of the area of the pressurized flange section to the effective area of the web section.
5. The method for quickly calculating the width of the tunnel crack based on parameterized modeling according to claim 4, wherein the method comprises the following steps:
wherein z is not more than 0.87h 0 Rectangular cross section gamma' f ＝0。
6. The method for quickly calculating the width of the tunnel crack based on parameterized modeling according to claim 1, wherein the method comprises the following steps:
wherein, in step 7-3, whenWhen the weight of the total weight is less than 0.2, the weight is taken as +.>Substituting the calculated values into a formula; when->When the weight is more than 0.1, the weight is taken as +.>Substituting the calculated values into a formula; in other cases, the +.>Substituting the original value into a formula for calculation;
when c s When the total weight is less than 20, taking c s =20 substituted into the formula; when c s When the weight is greater than 30, taking c s =30 substituted into the formula; in other cases, c s Substituting the original value into a formula for calculation.
7. A parameterized modeling-based rapid calculation device for tunnel fracture width, comprising:
a discretization part discretizing a tunnel structure system formed by lining and surrounding rock into a limited number of lining units and spring units;
A basic parameter determining part for determining a basic parameter value as a model input parameter according to the actual measurement data of the tunnel to be evaluated;
a tunnel section variable and position determining part for determining that an n-heart-circle tunnel section for parameterized modeling comprises key parameter variables of arc radius and angle, wherein n is more than or equal to 1, and determining the position of the tunnel section;
a unit determining part for determining a beam unit of the composite lining structure of the section of the reaction tunnel and a rod unit for simulating the action of surrounding rocks, and defining a specific real constant according to the size of the actual dimension;
a tunnel section drawing a tunnel section according to the following steps 5-1 to 5-15;
step 5-1, sequentially inputting the circle center positions of all the circular arcs, generating circle center coordinates of all the circular arcs into class 1 key points, and generating key points at the vault positions in the same way;
step 5-2, sequentially making arcs corresponding to the n-heart-circle tunnel sections by taking the 1-type key points generated in the step as the circle centers, r as the radius and alpha as the circle centers, and drawing arcs by taking the 2-type key points as starting points in the process of drawing arcs each time by taking the point with the largest record number of a get command as the 2-type key point after each step of arc generation according to the characteristic that the key point numbers of ANSYS working interfaces are continuously accumulated;
Step 5-3, making the circle center of the type 1 key points, wherein r is a radius, alpha/2 is an arc with angles corresponding to each other in sequence, repeating the operation of step 5-2, generating the key points after each arc is finished, and taking the key points as the type 3 key points, dividing each arc line into two sections, and recording the midpoint positions of the sections of the arc lines at the same time, thereby obtaining the starting point, the midpoint and the termination point of each section of the arc on the half side of the n-heart-shaped circular section;
step 5-4, deleting a line by using an 'ldele' command, then using a 'larc' command to take a class 2 key point and a vault position key point as two endpoints of an arc, taking a class 3 key point as an important point through which the arc passes as an arc, and sequentially connecting the connected arcs by using a 'lcomb' command to be used as an arc line 1;
step 5-5, generating a complete tunnel profile by utilizing an lsymm command to be symmetrical along a y-axis;
step 5-6, "lsel" selects all lines, the "lesize" command divides the arcs into the desired number of units, the "lmesh" command performs unit division, and then the "nummrg" command performs node integration;
step 5-7, "nsel" selects a point with an ordinate of 0, namely, a coordinate system origin, and "get" takes the point as a starting point and "nsel" selects a node generated on the left side;
Step 5-8, defining each node by adopting an array, defining an array a as a tunnel lining unit node storage array, and a (1) as an inverted arch bottom starting point unit number;
step 5-9, performing a cyclic operation on the left node by using a cyclic command 'do', continuously selecting the node closest to the node from the point a (1) by using a 'nnear' command as the node in the next numbering sequence, and removing the defined node in each step by using a 'nsel' command in order to avoid repeated selection of the defined node;
step 5-10, selecting a node on the right side of the tunnel section, and using the node at the vault position as a starting point, and circularly using a 'nnear' command to record the nodes in the array a in sequence, so that the nodes are ordered;
step 5-11, selecting all nodes in the array a, obtaining the maximum node of the abscissa by using a get command, and carrying the maximum node into a collapse formula to calculate the collapse height of the deep and shallow tunnel;
step 5-12, using a circulation program, selecting beam units to be sequentially connected with all nodes represented by the array through an e command, and carrying out parameter assignment at the same time;
step 5-13, entering a preprocessing module, and eliminating the influence of redundant lines by using a command of lclear;
Step 5-14, setting a node of an end point of an outer ring rod unit for simulating the action of surrounding rock, setting the outer ring radius l to l=r+1, repeating the operation steps 5-2 to 5-10, setting the node of the end point part of the rod unit to be an array b, wherein the array b is consistent with the sequence of the array a and is positioned on the outer ring of the lining unit;
step 5-15, selecting a rod unit, correspondingly connecting all nodes represented by an array a and an array b by using a cyclic program sequentially through an e command, and simultaneously carrying out parameter assignment to complete parameterized modeling;
a restraining and load applying section for applying a load on the tunnel cross-sectional structure according to the following steps 6-1 to 6-4;
step 6-1, entering a post-processing module, namely firstly selecting a rod unit endpoint represented by an array b to be constrained and fixed by using a d command through a cyclic program, and enabling the rod unit endpoint to be equivalent to a spring structure;
step 6-2, applying an equivalent load to the lining node by adopting a circulating command 'do', applying a positive transverse load to the left half side structure, applying a negative transverse load to the right half side structure, and applying symmetrical loads to the symmetrical structure;
step 6-3, selecting the number of the point with the abscissa equal to the maximum value of the abscissa in the step 5-11 in the process from each node represented by the array a by utilizing a circulation command, and exiting the circulation once selected, so as to obtain the number of the leftmost node and the rightmost node of the tunnel profile;
Step 6-4, applying negative vertical load to the upper part of the structure by using a circulation command according to the array number obtained in the step 6-3, and completing load constraint and application of the model;
a result extraction unit for obtaining the crack width corresponding to each unit according to the following steps 7-1 to 7-3;
step 7-1, solving the structure through finite element software ANSYS APDL to obtain bending moment and axial force of each unit, and extracting the bending moment and the axial force into an array;
step 7-2, selecting lining units, extracting bending moment, axial force and shearing force of each unit by using an "enable" command, and guiding the bending moment and the axial force into arrays "mm" and "nn" designed in advance by using a "get" command to obtain an array of bending moment sizes;
step 7-3, performing size eccentricity judgment and numerical operation on the units by using a circulation command do and a selection command if to obtain the corresponding crack widths of the units; the crack width is calculated according to the following formula:
c) For e 0 /h 0 Eccentric compression members less than or equal to 0.55, without checking crack width:
ω max ＝0 (1)
d) For e 0 /h 0 >0.55 eccentric compression member, crack width to be checked
Wherein omega is max -maximum crack width; h is a 0 -effective height of cross section; f (f) tk -concrete compressive strength standard value; sigma (sigma) s -tensile strength of the steel reinforcement; alpha cr -a component force characteristic coefficient;-the strain non-uniformity coefficient of the longitudinal tensile steel bar of the crack; sigma (sigma) sq -longitudinal tension bar stress of the reinforced concrete member; e (E) s -the modulus of elasticity of the steel reinforcement; c s -the distance from the outer edge of the outermost longitudinal tension bar to the bottom edge of the tension zone; ρ te -the reinforcement ratio of the longitudinal tensile reinforcement calculated according to the effective tensile concrete cross-sectional area; a is that s -the cross-sectional area of the longitudinal bars in the tension zone; a is that te -effective tensile concrete cross-sectional area; d, d eq Longitudinal reinforcement in tension zoneEquivalent diameter;
a crack width distribution diagram generating part which records the obtained safety coefficient result into an array which is set in advance, replaces the array which records the magnitude of the crack width value with the array which records the magnitude of the bending moment, and displays the crack width of each unit according to the bending moment diagram by using a plls command to obtain a crack width distribution diagram;
an input display part for allowing a user to input an operation instruction and performing corresponding display;
and a control unit which is in communication with the discrete unit, the basic parameter determination unit, the tunnel section variable and position determination unit, the unit determination unit, the tunnel section drawing unit, the constraint and load application unit, the result extraction unit, the crack width distribution map generation unit, and the input display unit, and controls the operations of the discrete unit, the basic parameter determination unit, the tunnel section variable and position determination unit, the unit determination unit, the tunnel section drawing unit, the constraint and load application unit, the result extraction unit, the crack width distribution map generation unit, and the input display unit.
8. The parameterized modeling based tunnel fracture width fast computing device of claim 7, wherein:
in the basic parameter determining part, an operator inputs the thickness of a lining unit, the diameter, arrangement mode, elastic modulus, poisson ratio, weight and tensile strength standard values of steel bars in the reinforced concrete lining, the compressive strength standard value, elastic modulus and protective layer thickness of the concrete, and surrounding rock environment parameters as model input parameters according to actual measurement data of a tunnel to be calculated.
9. The parameterized modeling based tunnel fracture width fast computing device of claim 7, wherein:
the input display part displays the crack width distribution map generated by the crack width distribution map generation part, and displays specific crack widths at corresponding positions of the tunnel section structure through different colors according to the magnitude of the numerical range.
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