CN117236033A - Method, system, equipment and storage medium for constructing concrete freeze-thawing damage model - Google Patents
Method, system, equipment and storage medium for constructing concrete freeze-thawing damage model Download PDFInfo
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Abstract
The application provides a construction method of a concrete freeze-thawing damage model, which comprises the steps of constructing a sample concrete model according to a sample initial data set, simplifying the process of pore water ice expansion and thawing contraction in the freeze-thawing cycle of the sample concrete model into a pore water continuous expansion process, simulating the porosity growth process of the sample concrete model through a unit removal technology, realizing the numerical simulation of concrete freeze-thawing damage, simplifying the numerical calculation flow for constructing the concrete freeze-thawing damage model, and improving the operation efficiency of a concrete freeze-thawing damage simulation test; by adjusting parameters of the sample concrete model, the freeze-thawing damage process of the sample concrete model can more accurately reflect the actual concrete freeze-thawing damage process. The application also provides a system, equipment and storage medium for constructing the concrete freeze-thawing damage model, and the concrete freeze-thawing damage model is constructed by adopting the method for constructing the concrete freeze-thawing damage model.
Description
Technical Field
The application relates to the field of concrete mechanics, in particular to a method, a system, equipment and a storage medium for constructing a concrete freeze-thawing damage model.
Background
A considerable part of China is in a severe cold region, and the cold region is not only distributed in northeast, north China, northwest and other high-latitude regions of China, but also distributed in the eastern region of China and the north of the Yangtze river. The concrete freeze thawing damage is one of the main diseases of roads, bridges and hydraulic buildings in cold areas, and almost all concrete structures in northeast severe cold areas of China suffer different degrees of freeze injury. Some projects have suffered serious freeze injury during or after completion of the project, such as plump dams, flood dams, and bridge dams.
With the development of numerical simulation technology, many researchers use numerical simulation as a main means for solving problems at an experimental level. At present, research students at home and abroad study macroscopic mechanical properties of concrete under the action of freeze thawing through numerical simulation, and mostly only consider characteristics of bearing capacity and destruction morphology of the concrete after freeze thawing damage, and study influence of concrete freeze thawing cycle on a macroscopic level. In fact, the damage of concrete on a macroscopic scale is usually formed by gradually sprouting, expanding, coalescing and penetrating micro defects such as pores and hollows on a microscopic scale under the load of a freeze thawing cycle, and the research of the damage evolution characteristics of the freeze thawing cycle on a concrete structure from a microscopic angle is very important.
Disclosure of Invention
The application aims to provide a construction method, a construction system, a construction device and a construction storage medium for a concrete freeze-thawing damage model, which not only can macroscopically reflect the mechanical properties of the concrete after the freeze-thawing damage, but also can accurately and clearly reflect the microscopic damage condition of concrete pores in the process of the freeze-thawing damage of the concrete.
In order to achieve the above and other related objects, the present application provides a method for constructing a concrete freeze-thawing damage model, comprising the following steps:
acquiring a sample initial data set of sample concrete before a freeze thawing cycle, wherein the sample initial data set comprises an initial volume ratio and a concrete stress-strain curve before the freeze thawing cycle;
performing a freeze-thawing cycle test on the sample concrete to obtain a sample test data set of the sample concrete after the freeze-thawing cycle, wherein the sample test data set comprises a porosity functional relation and a concrete stress-strain curve after the freeze-thawing cycle;
constructing a sample concrete model according to the sample initial data set and a preset model initial parameter set;
simplifying a concrete freeze-thawing cycle process of the sample concrete model into a pore water continuous expansion process, performing freeze-thawing cycle simulation on the sample concrete model according to the pore water continuous expansion process, and acquiring a model test data set, wherein the model test data set comprises concrete model stress-strain curves of the sample concrete model before and after the freeze-thawing cycle;
Obtaining a peak stress difference percentage and a curve integral difference percentage according to the sample test data set and the model test data set;
and adjusting parameters of the sample concrete model, and repeating the steps until the peak stress difference percentage and the curve integral difference percentage reach preset conditions.
Optionally, the sample concrete is in a water saturation state, and a sample initial data set of the sample concrete before a freeze thawing cycle is obtained, including the following steps:
performing a computed tomography test on the sample concrete to obtain the initial volume ratio, wherein the initial volume ratio comprises an aggregate initial volume ratio and a pore water initial volume ratio of the sample concrete before freeze thawing cycle, and the pore water initial volume ratio is used as the initial porosity of the sample concrete;
and carrying out a uniaxial compression test on the sample concrete to obtain a concrete stress strain curve before the freeze thawing cycle.
Optionally, obtaining a sample test dataset of the sample concrete after the freeze-thaw cycle, comprising the steps of:
performing a freeze-thawing cycle test on the sample concrete, and marking the freeze-thawing cycle number of the freeze-thawing cycle test as N;
Obtaining sample test porosity, wherein the sample test porosity is the porosity of sample concrete after freeze thawing cycle test;
carrying out a uniaxial compression test on the sample concrete subjected to the freeze-thawing cycle test to obtain a stress-strain curve of the concrete subjected to the freeze-thawing cycle;
changing the value of the number N of freeze thawing cycles, and repeating the steps;
and establishing a functional relation between the sample test porosity and the freeze-thawing cycle times N to obtain the porosity functional relation.
Optionally, constructing a sample concrete model according to the sample initial data set and a preset model initial parameter set, including the following steps:
constructing simulated aggregate, simulated mortar, a simulated interface transition zone and simulated pore water to initially form the sample concrete model;
taking the initial porosity and the initial aggregate volume ratio of the sample concrete as the initial simulated porosity and the initial aggregate volume ratio of the sample concrete model;
adding a linear elastic model and thermal expansion characteristics to the simulated pore water, and inputting preset linear elastic model parameters and thermal expansion parameters;
and adding an elastoplastic damage model to the simulated aggregate, the simulated mortar and the simulated interface transition zone, and inputting preset elastoplastic damage parameters.
Optionally, performing freeze-thawing cycle simulation on the sample concrete model according to the pore water continuous expansion process, including the following steps:
dividing the sample concrete model into individual concrete model units;
continuously increasing the temperature of simulated pore water in the sample concrete model to expand the simulated pore water;
simulating a porosity growth process of the sample concrete model according to a unit removal technology, and obtaining a model test porosity of the sample concrete model;
and comparing the model test porosity with the sample test porosity, and completing the freeze thawing cycle simulation of the sample concrete model when the model test porosity is consistent with the sample test porosity.
Optionally, simulating the porosity growth process of the sample concrete model according to a cell removal technique, comprising the steps of:
obtaining a damage value of the concrete model unit;
and comparing the damage value with a preset damage threshold, removing the corresponding concrete model unit when the damage value exceeds the damage threshold, and taking the removed concrete model unit as an increased pore when the freeze thawing damage occurs.
Optionally, obtaining the peak stress difference percentage and the curve integral difference percentage includes the steps of:
according to the sample test data set, obtaining peak stress sigma of the concrete stress-strain curve after freeze thawing cycle max1 Sum curve integral W 1 The method comprises the steps of carrying out a first treatment on the surface of the The peak stress sigma max1 For the stress peak point in the concrete stress-strain curve after the freeze thawing cycle, the curve integrates W 1 Integrating curves from stress zero points to stress peak points in the concrete stress-strain curve after the freeze thawing cycle;
according to the model test data set, obtaining peak stress sigma of a concrete model stress-strain curve max2 Sum curve integral W 2 The method comprises the steps of carrying out a first treatment on the surface of the The peak stress sigma max2 Is the stress peak point in the stress-strain curve of the concrete model after the freeze thawing cycle, and the curve integrates W 2 Integrating curves from stress zero points to stress peak points in the stress-strain curves of the concrete model after freeze thawing cycle;
calculating the stress difference percentage delta 1 ＝|σ max2 -σ max1 |/σ max1 And the curve integral difference percentage delta 2 ＝|W 2 -W 1 |/W 1 。
Optionally, adjusting parameters of the sample concrete model and repeating the above steps until the peak stress difference percentage and the curve integral difference percentage reach preset conditions, including the following steps:
Judging whether the peak stress difference value percentage and the curve integral difference value percentage reach preset conditions or not, wherein the preset conditions are that the peak stress difference value percentage and the curve integral difference value percentage are simultaneously smaller than or equal to a preset peak stress difference value threshold value and a preset curve integral difference value threshold value respectively;
when the judging result is NO, adjusting parameters of the sample concrete model, acquiring the adjusted peak stress difference percentage and curve integral difference percentage, and repeating the steps until the judging result is YES;
when the judgment result is yes, a corresponding sample concrete model is obtained to form a concrete model group;
and outputting a sample concrete model with the minimum percentage of curve integral difference in the concrete model group as a concrete freeze-thawing damage model.
Optionally, adjusting parameters of the sample concrete model includes the steps of:
the elastic modulus ratio, the compressive strength ratio and the tensile strength ratio between the simulated interface transition zone and the simulated mortar in the sample concrete model are kept unchanged;
and adjusting the elastic modulus, the compressive strength and the tensile strength of the simulated interface transition zone and the simulated mortar.
The application also provides a construction system of the concrete freeze-thawing damage model, which adopts the construction method of the concrete freeze-thawing damage model in any one of the previous embodiments to construct a sample concrete model, and comprises the following steps:
the sample initial data acquisition module is used for acquiring a sample initial data set of the sample concrete before the freeze thawing cycle, wherein the sample initial data set comprises an initial volume ratio and a stress-strain curve of the concrete before the freeze thawing cycle;
the sample test data acquisition module is used for acquiring a sample test data set after acquiring the sample initial data set from the sample initial data acquisition module, wherein the sample test data set comprises a porosity function relation type and a concrete stress-strain curve after freeze thawing cycle;
the sample model construction module is used for establishing a sample concrete model according to the sample initial data set and a preset model initial parameter set after the sample initial data set is acquired from the sample initial data acquisition module, or adjusting parameters of the sample concrete model according to feedback data of the model verification module;
the model test data acquisition module is used for simplifying the freeze-thawing cycle process of the sample concrete model into a pore water continuous expansion process after the sample concrete model is established from the sample model construction module, performing freeze-thawing cycle simulation on the sample concrete model according to the pore water continuous expansion process, and acquiring a model test data set;
The data processing module is used for acquiring the peak stress difference percentage and the curve integral difference percentage after the model test data acquisition module acquires the model test data set;
and the model verification module is used for judging whether the sample concrete model reaches a preset condition according to a preset peak stress difference threshold value and a curve integral difference threshold value after acquiring the peak stress difference percentage and the curve integral difference percentage from the data processing module, forming feedback data, and transmitting the feedback data to the sample model construction module.
The present application provides an electronic device including:
a processor; and
a memory communicatively coupled to the processor; wherein,
the memory stores instructions capable of being loaded and executed by the processor, the instructions being capable of being executed by the processor, so that the processor can execute the method for constructing the concrete freeze-thawing damage model in any one of the previous embodiments.
The present application provides a storage medium storing a computer program capable of being loaded by a processor and executing the method of constructing a concrete freeze-thaw damage model according to any one of the foregoing embodiments.
The method, the system, the equipment and the storage medium for constructing the concrete freeze-thawing damage model have the following beneficial effects:
according to the method for constructing the concrete freeze-thawing damage model, the sample concrete model is constructed according to the sample initial data set and the preset model initial parameter set, in the freeze-thawing cycle simulation of the sample concrete model, the pore water icing expansion process and the thawing contraction process in the freeze-thawing cycle process of the sample concrete model are simplified to be pore water continuous expansion processes, the cell removal technology is utilized to simulate the porosity growth process of the sample concrete model, the numerical simulation of the concrete freeze-thawing damage is realized, the numerical calculation flow for constructing the concrete freeze-thawing damage model is simplified, the operation amount for constructing the concrete freeze-thawing damage model is effectively reduced, the operation efficiency of the concrete freeze-thawing damage simulation is improved, and the construction efficiency of the concrete freeze-thawing damage model is improved.
In the construction method of the concrete freeze-thawing damage model, a concrete stress-strain curve of sample concrete after freeze-thawing cycle and a concrete model stress-strain curve of the sample concrete model are respectively obtained, and the peak stress difference percentage delta is obtained through calculation 1 Sum curve integral difference percentageΔ 2 And simultaneously, according to a preset peak stress difference value threshold and a curve integral difference value threshold, parameters of the sample concrete model are adjusted, so that the freeze-thawing damage process of the sample concrete model is more similar to the real concrete freeze-thawing damage process. The construction method of the concrete freeze-thawing damage model provided by the application not only can macroscopically reflect the mechanical properties of the concrete after freeze-thawing damage, but also can clearly reflect the microscopic damage condition of concrete pores in the concrete freeze-thawing damage process.
The construction system, the electronic equipment and the storage medium of the concrete freeze-thawing damage model provided by the application all adopt the construction method of the concrete freeze-thawing damage model to build the concrete freeze-thawing damage model, so that the construction system and the electronic equipment have the beneficial effects as above.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the embodiments will be briefly described below, it being understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and other related drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
Fig. 1 is a schematic flow chart of a method for constructing a concrete freeze-thawing damage model according to an embodiment of the application.
Fig. 2 is a schematic flow chart of a method for acquiring a sample test data set according to an alternative embodiment of the present application.
Fig. 3a is a graph showing the comparison of the stress-strain curve of the concrete before the freeze-thawing cycle and the stress-strain curve of the concrete model before the freeze-thawing cycle, wherein the number of freeze-thawing cycles is 0 in the first embodiment.
Fig. 3b to 3e are respectively showing the comparison of the stress-strain curves of the concrete after the freeze-thawing cycles of the first embodiment of the present application, which are 25, 50, 75 and 100 times, respectively, with the stress-strain curves of the concrete model after the freeze-thawing cycles.
FIG. 4 is a graph showing the porosity of a sample according to the first embodiment of the present application as a function of the number of freeze-thawing cycles.
Fig. 5 is a schematic flow chart of a freeze-thawing cycle simulation of a sample concrete model in accordance with the first embodiment of the present application.
Fig. 6 is a schematic workflow diagram of a construction system for a concrete freeze-thawing damage model according to a second embodiment of the present application.
Fig. 7 is a schematic structural diagram of an electronic device according to a third embodiment of the present application.
Detailed Description
In order to make the technical objects, technical solutions and technical effects of the present application more apparent, the technical solutions in the present application will be clearly and completely described in the following in conjunction with the embodiments, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the application is not intended to limit the scope of the application, as claimed, but is merely representative of selected embodiments of the application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application. Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present application, it should be noted that, descriptions of terms "one embodiment," "some embodiments," "illustrative embodiments," "examples," "specific examples," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present application. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiments or examples. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
In order to make the technical scheme of the application clearer, the related words in the application are firstly explained among specific embodiments, and the specific steps are as follows:
line elasticity model: in order to describe a constitutive model of the stress-strain relationship of concrete, linear elastic material constitutive relationship obeys generalized Hooke's law;
an elastoplastic model, which is a constitutive model for describing the stress-strain relation of concrete and is used for reflecting the plastic deformation of materials;
the uniaxial compression test is a test method for testing the mechanical property and deformation characteristic of a soil body under compression loading in mechanics;
the initial yield stress ratio is the ratio of initial yield stress of the concrete when the double shafts and the single shafts are pressed respectively, and the initial yield stress is the stress value when the material starts to generate plastic deformation;
the eccentricity is the distance between the structural load acting point and the geometric center of the structural section, and the eccentricity in the application is a parameter related to the flow rule of the concrete yield surface;
the expansion angle is the angle change generated by the object during expansion or contraction, and is a parameter related to the flow rule of the concrete yield surface;
the yield surface is a representation form of the stress of the soil body in a stress six-dimensional space, and when the stress state point is positioned in the yield surface, the soil body is elastically deformed;
The breaking surface is the outer limit of the yielding surface, the maximum value of the stress of the breaking surface on the yielding surface is the breaking surface, and the soil body is broken after exceeding the limit.
Example 1
The embodiment provides a method for constructing a concrete freeze-thawing damage model, which not only can macroscopically reflect the mechanical properties of the concrete after freeze-thawing damage, but also can accurately reflect the microscopic damage condition of a concrete gap in the process of the concrete freeze-thawing damage, and referring to fig. 1, the method for constructing the concrete freeze-thawing damage model provided by the embodiment comprises steps S11 to S17, wherein:
step S11: acquiring a sample initial data set;
and carrying out a Computed Tomography (CT) scanning test on the sample concrete before freeze thawing cycle to obtain an initial volume ratio of the sample concrete, wherein the initial volume ratio comprises an aggregate initial volume ratio and a pore water initial volume ratio of the sample concrete, and taking the pore water initial volume ratio as the initial porosity of the sample concrete.
The sample concrete is in a water saturation state, the initial volume ratio of aggregate is the volume ratio of aggregate in the sample concrete, and the initial volume ratio of pore water is the volume ratio of pore water in the sample concrete. Alternatively, the initial volume ratio of aggregate is 40% and the initial porosity is 2.03%.
And carrying out a uniaxial compression test on the sample concrete before the freeze thawing cycle to obtain a stress strain curve of the sample concrete, and marking the stress strain curve as the stress strain curve of the concrete before the freeze thawing cycle.
Step S12: acquiring a sample test data set;
and carrying out a freeze thawing cycle test on the sample concrete to obtain a sample test data set, wherein the sample test data set comprises a porosity functional relation and a concrete stress-strain curve after freeze thawing cycle, and the porosity functional relation is a functional relation between sample test porosity and freeze thawing cycle times of the concrete.
In an alternative embodiment, referring to fig. 2, a sample test dataset is acquired, comprising steps S121 to S125, wherein:
s121: carrying out freeze thawing cycle test on sample concrete;
and (3) performing a freeze-thawing cycle test with the number of freeze-thawing cycles of N1 on the sample concrete.
S122: obtaining a sample test porosity;
and obtaining the porosity of the sample concrete subjected to the freeze-thawing cycle test with the number of the freeze-thawing cycle of N1, and marking the porosity as the sample test porosity. Alternatively, when N1 is 0, the initial porosity is tested as a sample of sample concrete; and when N1 is a positive integer, obtaining the sample test porosity of the sample concrete after freeze thawing cycle through a CT scanning test.
S123: acquiring a concrete stress-strain curve after freeze thawing cycle;
and (3) obtaining a stress-strain curve of the sample concrete after the freeze-thawing cycle test with the number of the freeze-thawing cycles of N1, and marking the stress-strain curve as the stress-strain curve of the concrete after the freeze-thawing cycle. And when N1 is 0, taking the concrete stress-strain curve before the freeze thawing cycle as the concrete stress-strain curve after the freeze thawing cycle of the sample concrete, and when N1 is a positive integer, performing a uniaxial compression test on the sample concrete to obtain the concrete stress-strain curve after the freeze thawing cycle.
S124: changing the cycle times and repeating the steps;
increasing the cycle times of the freeze-thawing cycle test by N, repeating the steps for m times, and respectively obtaining m+1 sample test porosities and a concrete stress strain curve after the freeze-thawing cycle test; wherein m is a positive integer not less than 1. Alternatively, N1 is 0, N is 25, m is 4, that is, the cycle numbers are 0, 25, 50, 75 and 100, respectively, and the corresponding stress-strain curves of the concrete after the freeze-thawing cycle refer to fig. 3a to 3e, in which the test curves are the stress-strain curves of the concrete after the freeze-thawing cycle.
S125: and obtaining a porosity functional relation of the sample concrete.
And according to the cycle times and the corresponding sample test porosity, acquiring a porosity change relation by a curve fitting mode. Alternatively, referring to FIG. 4, when the number of cycles is 0, 25, 50, 75 and 100, respectively, the porosity variation relationship is approximately linear, and the porosity variation relationship is calculated by using a linear fitting methodWherein the method comprises the steps ofAnd n is the number of freeze thawing cycles.
Step S13: constructing/adjusting a sample concrete model;
according to the sample initial data set obtained in the step S11 and a preset model initial parameter set, a sample concrete model is constructed; or adjusting parameters of the established sample concrete model according to the feedback data of the step S16.
Simplifying sample concrete into four components of aggregate, mortar, an interface transition zone and pore water, and correspondingly constructing simulated aggregate, simulated mortar, a simulated interface transition zone and simulated pore water to form a sample concrete model preliminarily; according to the sample initial data set obtained in the step S11, taking the initial porosity and aggregate initial volume ratio of the sample concrete as the simulated initial porosity and simulated aggregate initial volume ratio of the sample concrete model; according to a preset initial parameter set of the model, the line elastic model and the thermal expansion characteristic are given to the simulated pore water, the preset line elastic model parameters and the thermal expansion parameters are input, the elastoplastic damage model is given to the simulated aggregate, the simulated mortar and the simulated interface transition zone, and the preset elastoplastic damage parameters are input to the simulated aggregate, the simulated mortar and the simulated interface transition zone respectively.
The linear elastic model parameters comprise density, elastic modulus and poisson ratio, the thermal expansion parameters comprise specific heat capacity, thermal expansion coefficient and thermal conductivity coefficient, and the elastoplastic model parameters comprise elastic modulus, poisson ratio, initial yield stress ratio, eccentricity, expansion angle, invariant stress ratio, tensile strength and compressive strength.
Optionally, constructing a sample concrete model in commercial finite element simulation software ABAQUS, and imparting linear elastic model and thermal expansion characteristics to simulated pore water in the sample concrete model, wherein linear elastic model parameters and thermal expansion parameters are shown in table 1; the simulated aggregate, simulated mortar and simulated interface transition zone in the sample concrete model were given an elastoplastic damage CDP (Concrete Damaged Plasticity) model, with CDP model parameters as shown in table 2.
Table 1 line elasticity parameters and thermal expansion parameters of simulated pore water
Wherein E is 0 Is elastic modulus, v is Poisson's ratio, ρ is density, C is specific heat capacity, α is thermal expansion coefficient, and κ is heat conductionCoefficients.
TABLE 2 elastoplastic parameters for simulated aggregate, simulated mortar, and simulated interface transition zone
Wherein f b0 /f c0 For the initial yield stress ratio, η is the eccentricity, ψ is the expansion angle, σ c0 Is compressive strength, sigma t0 Is tensile strength.
When the sample concrete model is already established and the feedback result of step S16 is no, the parameters of the sample concrete model are adjusted according to the feedback data of step S16. Optionally, the feedback data of step S16 includes the modulus of elasticity, compressive strength, and tensile strength of the simulated mortar and the simulated interface transition region after adjustment.
Step S14: obtaining a model test data set;
simplifying the simulated pore water freezing expansion process and the melting shrinkage process along with the temperature in the sample concrete model into a pore water continuous expansion process, performing freeze thawing cycle simulation on the sample concrete model established in the step S13 according to the pore water continuous expansion process, and acquiring a model test data set. Optionally, the model test dataset comprises a concrete model stress-strain curve, and uniaxial compression simulation is performed on the sample concrete model before and after the freeze-thawing cycle simulation, respectively, to obtain the concrete model stress-strain curve.
In an alternative embodiment, referring to fig. 5, the freeze-thaw cycle simulation of the sample concrete model according to the pore water continuous expansion process includes steps S141 to S144, wherein:
s141: obtaining a concrete model unit;
The sample concrete model is divided into individual concrete model units, and optionally, the sample concrete model established in step S13 is subjected to a mesh division operation by commercial finite element software ABAQUS to obtain individual concrete model units.
S142: continuously raising the temperature of the simulated pore water;
the freezing expansion process and the melting contraction process of the freezing and thawing circulation process of the sample concrete model are simplified into a pore water continuous expansion process, and the simulated pore water expands along with the rise of temperature, so that the concrete model unit contacted with the simulated pore water is extruded, and the concrete model unit is deformed, wherein the pore water continuous expansion process is influenced by the linear elasticity parameter and the thermal expansion parameter of the simulated pore water.
S143: simulating a freeze thawing damage process of a sample concrete model;
according to the cell removal technique, the porosity growth process during freeze-thaw damage of the sample concrete model is simulated. Specifically, the damage value of the concrete model unit is obtained, the damage value is compared with a preset damage threshold, when the damage value exceeds the damage threshold, the corresponding concrete model unit is removed, and the model test porosity of the sample concrete model is obtained. Alternatively, the damage value and model test porosity of the concrete model unit were obtained by the commercial software ABAQUS, and the damage threshold was set to 0.95.
In an alternative embodiment, since the failure mode of the concrete is mainly both tensile and compressive, when the CDP model is applied to the simulated aggregate, simulated slurry and simulated interface transition zone in the sample concrete model, the tensile equivalent plastic strain ε thereof t,p And compressive equivalent plastic strain ε c,p The evolution of the yielding surface and the breaking surface of the sample concrete model is controlled, and for the uniaxial stress working condition of the sample concrete model, the functional relation between the stress strain parameter and the damage parameter of the sample concrete model is as follows:
σ t ＝(1-d t )E 0 (ε t -ε t,p )
σ c ＝(1-d c )E 0 (ε c -ε c,p )
wherein E is 0 Elastic modulus, sigma, of sample concrete model t For the tensile stress, sigma, of the sample concrete model c Compressive stress of sample concrete model, d t For the tension injury parameter d c Epsilon as a compression injury parameter t For tensile strain, ε of a sample concrete model c Epsilon for compressive strain of sample concrete model t,p Epsilon for stretching equivalent plastic strain c,p Is a compressive equivalent plastic strain. Epsilon t,p And epsilon c,p Given by the formula:
wherein ε t,ck Epsilon for stretching the fracture strain c,in For compressive inelastic strain ε t,ck ＝ε t -σ t /E 0 ，ε c,in ＝ε c -σ c /E 0 。
S144: and (5) completing a freeze-thawing cycle simulation test.
And (3) comparing the model test porosity with the sample test porosity obtained in the step (S12), and stopping the freeze-thawing damage process of the simulated sample concrete model when the model test porosity is consistent with the sample test porosity so as to complete the freeze-thawing cycle simulation test of the current sample concrete model. Alternatively, the sample test porosities include 5 groups corresponding to sample concrete having freeze-thaw cycles of 0, 25, 50, 75, and 100, respectively, and correspondingly, the model test porosities also include 5 groups corresponding to the sample test porosities, respectively.
Step S15: obtaining the peak stress difference percentage and the curve integral difference percentage;
according to the sample test data set obtained in the step 12, obtaining peak stress sigma of the concrete stress-strain curve after freeze thawing cycle max1 Sum curve integral W 1 The method comprises the steps of carrying out a first treatment on the surface of the Obtaining peak stress sigma of a stress-strain curve of a concrete model according to the model test data set obtained in the step S14 max2 Sum curve integral W 2 . Wherein peak stress sigma max1 For concrete after freeze thawing cycleStress peak point in force strain curve, curve integral W 1 Integrating curves from stress zero points to stress peak points in the concrete stress-strain curve after freeze thawing cycle; peak stress sigma max2 For the stress peak point in the stress-strain curve of the concrete model, the curve integral W 2 And the integral of the curve from the stress zero point to the stress peak point in the stress-strain curve of the concrete model is obtained.
According to peak stress sigma max1 Sum sigma max2 And curve integral W 1 And W is 2 Calculating the peak stress difference percentage delta 1 ＝|σ max2 -σ max1 |/σ max1 Percentage of curve integral difference delta 2 ＝|W 2 -W 1 |/W 1 . Alternatively, the peak stress difference percentage delta 1 Percentage of curve integral difference delta 2 And 5 groups of sample concrete and corresponding sample concrete models with the corresponding freeze-thawing cycle times of 0, 25, 50, 75 and 100 respectively are respectively included.
Step S16: judging whether the sample concrete model reaches preset conditions or not;
and (3) respectively comparing the peak stress difference percentage and the curve integral difference percentage obtained by the calculation in the step (S15) with a preset peak stress difference threshold and a preset curve integral difference threshold. And when the peak stress difference percentage and the curve integral difference percentage do not meet the preset conditions, the parameters of the sample concrete model established in the step S13 are adjusted to form feedback data, and the steps S13 to S16 are repeated until the peak stress difference percentage and the curve integral difference percentage meet the preset conditions, and the step S17 is carried out.
In an alternative embodiment, the predetermined condition is that the percentage peak stress difference is less than or equal to a predetermined peak stress difference threshold, and the percentage curve integral difference is less than or equal to a predetermined curve integral difference threshold. Alternatively, the peak stress difference threshold is set to 5% and the curve integral difference threshold is set to 10%.
In another alternative embodiment, the feedback data includes the modified modulus of elasticity, compressive strength, and tensile strength of the simulated mortar and the simulated interface transition region, and the modulus of elasticity, compressive strength, and tensile strength ratio between the simulated interface transition region and the simulated mortar are all constant values, and optionally, the above-described modulus of elasticity, tensile strength, and compressive strength ratio are all set to 0.7.
Step S17: and outputting the sample concrete model.
And (3) outputting the sample concrete model meeting the preset conditions in the step (S16) as a concrete freeze-thawing damage model. Optionally, when the number of the sample concrete models meeting the preset condition in the step S16 is multiple, obtaining the sample concrete models meeting the preset condition to form a concrete model group, and outputting the sample concrete model with the minimum percentage of curve integral difference in the concrete model group as the concrete freeze-thawing damage model.
In the method for constructing the concrete freeze-thawing damage model, in the freeze-thawing cycle simulation test of the sample concrete model, the freeze-thawing cycle process of the sample concrete model is simplified into the pore water continuous expansion process, and the porosity growth process in the freeze-thawing damage process of the sample concrete model is simulated by using the unit removal technology, so that the numerical simulation of the concrete freeze-thawing damage process is realized, the numerical calculation flow for constructing the concrete freeze-thawing damage model is simplified, the operation amount for constructing the concrete freeze-thawing damage model is effectively reduced, and the operation efficiency of the concrete freeze-thawing damage simulation test is improved, thereby improving the construction efficiency of the concrete freeze-thawing damage model.
Meanwhile, in the method for constructing the concrete freeze-thawing damage model provided by the embodiment, the peak stress difference percentage delta is obtained through calculation 1 Sum curve integral difference percentage delta 2 And according to a preset peak stress difference value threshold and a curve integral difference value threshold, parameters of the sample concrete model are adjusted, so that the freeze-thawing damage process of the sample concrete model is more similar to the real concrete freeze-thawing damage process. The construction method of the concrete freeze-thawing damage model provided by the embodiment not only can macroscopically reflect the mechanical characteristics of the concrete after the freeze-thawing damage, but also can accurately and clearly reflect the concrete in the process of the freeze-thawing damage of the concreteThe microscopic destruction of the pores.
Example two
The embodiment provides a system for constructing a concrete freeze-thawing damage model, which utilizes the construction method of any one of the concrete freeze-thawing damage models in the previous embodiment to construct the concrete freeze-thawing damage model. Referring to fig. 6, the system for constructing a concrete freeze-thaw damage model provided in this embodiment includes a sample initial data acquisition module, a sample test data acquisition module, a sample model construction module, a model test data acquisition module, a data processing module, and a model verification module, specifically, wherein:
The sample initial data acquisition module is used for acquiring a sample initial data set of sample concrete, wherein the sample initial data set comprises an initial volume ratio and a concrete stress-strain curve before a freeze thawing cycle, and the initial volume ratio comprises an aggregate initial volume ratio and a pore water initial volume ratio of the concrete before the freeze thawing cycle;
optionally, performing a Computed Tomography (CT) scanning test on the sample concrete before freeze thawing cycle, obtaining an aggregate initial volume ratio and a pore water initial volume ratio of the sample concrete, and taking the pore water initial volume ratio as an initial porosity of the sample concrete; and carrying out a uniaxial compression test on the sample concrete before the freeze thawing cycle to obtain a stress strain curve of the sample concrete, and marking the stress strain curve as the stress strain curve of the concrete before the freeze thawing cycle.
The sample test data acquisition module is used for acquiring a sample test data set after acquiring a sample initial data set from the sample initial data acquisition module, wherein the sample test data set comprises a porosity functional formula and a concrete stress-strain curve after freeze thawing cycle, and the porosity functional formula is a functional formula between sample test porosity and freeze thawing cycle times of sample concrete;
optionally, performing a freeze-thawing cycle test on the sample concrete, and recording the number of freeze-thawing cycles as N1; obtaining a sample test porosity of sample concrete with the cycle number of N1 through a CT scanning test; carrying out a uniaxial compression test on the sample concrete after the freeze-thawing cycle test to obtain a concrete stress strain curve after the freeze-thawing cycle; increasing the cycle times of the freeze thawing cycle test by N, and repeating the steps for m times to respectively obtain m+1 sample test porosities and concrete stress strain curves after the freeze thawing cycle; and obtaining a porosity function relation by a curve fitting mode according to the freeze thawing cycle times and the corresponding sample test porosity.
The sample model construction module is used for establishing a sample concrete model according to the sample initial data set and a preset model initial parameter set after the sample initial data set is acquired from the sample initial data acquisition module, or adjusting parameters of the sample concrete model according to feedback data of the model verification module;
in an alternative embodiment, sample concrete in the sample initial data acquisition module is simplified into four components of aggregate, mortar, interface transition zone and pore water, and accordingly, simulated aggregate, simulated mortar, simulated interface transition zone and simulated pore water are constructed to initially form a sample concrete model; according to the sample initial data set acquired by the sample initial data acquisition module, taking the initial porosity and aggregate initial volume ratio of the sample concrete as the simulated initial porosity and simulated aggregate initial volume ratio of the sample concrete model; according to a preset initial parameter set of the model, the line elastic model and the thermal expansion characteristic are given to the simulated pore water, the preset line elastic model parameters and the thermal expansion parameters are input, the elastoplastic model is given to the simulated aggregate, the simulated mortar and the simulated interface transition zone, and the preset elastoplastic model parameters are input to the simulated aggregate, the simulated mortar and the simulated interface transition zone respectively. Optionally, setting the elastic model ratio, the tensile strength ratio and the compressive strength ratio between the simulated interface transition zone and the simulated slurry to constant values; further, the elastic model ratio, the tensile strength ratio and the compressive strength ratio were all 0.7.
In another alternative embodiment, the feedback data of the model checking module comprises the corrected elastic modulus, compressive strength and tensile strength of the transition zone of the simulation mortar and the simulation interface, and the related parameters of the established sample concrete model are adjusted according to the feedback data of the model checking module.
The model test data acquisition module is used for simplifying the pore water icing expansion process and the melting shrinkage process in the sample concrete model freezing and thawing cycle process into a pore water continuous expansion process after the sample concrete model is established from the sample model construction module, carrying out freezing and thawing cycle simulation on the sample concrete model according to the pore water continuous expansion process, and acquiring a model test data set, wherein the model test data set comprises a concrete model stress-strain curve of the sample concrete model after the freezing and thawing cycle simulation;
in an alternative embodiment, the sample concrete model is divided into individual concrete model units; continuously raising the temperature of simulated pore water in the sample concrete model to expand the simulated pore water, so as to squeeze the concrete simulation unit contacted with the simulated pore water, and deform and damage the concrete model unit; along with the continuous expansion of simulated pore water, simulating the porosity increasing process in the freeze-thawing damage process of the sample concrete model according to the unit removing technology, and obtaining the model test porosity of the sample concrete model in the freeze-thawing damage process; when the model test porosity is consistent with the sample test porosity acquired by the sample test data acquisition module, stopping the freeze-thawing damage process of the simulated sample concrete model so as to complete the freeze-thawing cycle simulation of the sample concrete model; and carrying out uniaxial compression simulation on the sample concrete model subjected to freeze-thawing cycle simulation to obtain a stress-strain curve of the concrete model.
The data processing module is used for acquiring the peak stress difference percentage and the curve integral difference percentage after the model test data acquisition module acquires the model test data set;
in an alternative embodiment, the peak stress sigma of the concrete stress-strain curve after the freeze thawing cycle is obtained according to the sample test data set obtained by the sample test data obtaining module max1 Sum curve integral W 1 The method comprises the steps of carrying out a first treatment on the surface of the According to the model test data set acquired by the model test data acquisition module, acquiring peak stress sigma of the stress-strain curve of the concrete model max2 Sum curve integral W 2 . Wherein peak stress sigma max1 Is a stress-strain curve of concrete after freeze thawing cycleStress peak point, curve integral W 1 Integrating curves from stress zero points to stress peak points in the concrete stress-strain curve after freeze thawing cycle; peak stress sigma max2 For the stress peak point in the stress-strain curve of the concrete model, the curve integral W 2 And the integral of the curve from the stress zero point to the stress peak point in the stress-strain curve of the concrete model is obtained.
According to peak stress sigma max1 Sum sigma max2 And curve integral W 1 And W is 2 Calculating the peak stress difference percentage delta 1 ＝|σ max2 -σ max1 |/σ max1 Percentage of curve integral difference delta 2 ＝|W 2 -W 1 |/W 1 。
The model checking module is used for judging whether the sample concrete model reaches the preset condition according to the preset peak stress difference threshold value and the curve integral difference threshold value after the peak stress difference percentage and the curve integral difference percentage are obtained from the data processing module, and forming feedback data and transmitting the feedback data to the sample model building module.
In an alternative embodiment, when the sample concrete model does not reach the preset condition, feedback data are formed and transmitted to the sample model building module, wherein the feedback data comprise an elastic modulus, compressive strength and tensile strength which are corrected by the simulated interface transition region and the simulated mortar, and further, the elastic modulus ratio, the compressive strength ratio and the tensile strength ratio between the simulated interface transition region and the simulated mortar are all constant values; when the sample concrete model reaches a preset condition, obtaining the sample concrete model reaching the preset condition to form a concrete model group, and outputting the sample concrete model with the minimum percentage of curve integral difference in the concrete model group as a concrete freeze-thawing damage model.
The system for constructing the concrete freeze-thaw damage model provided by the embodiment establishes the concrete freeze-thaw damage model according to the method for constructing the concrete freeze-thaw damage model provided by the embodiment, so the system for constructing the concrete freeze-thaw damage model provided by the embodiment also has the beneficial effects of the embodiment one.
Example III
The embodiment provides an electronic device, which comprises a memory and a processor, wherein the memory stores a computer program which can be loaded by the processor and execute any method for constructing a concrete freeze-thawing damage model.
Fig. 7 is a schematic structural diagram of an electronic device exemplarily shown in the present embodiment. The electronic device includes: a processor 31, a memory 32, an input-output interface 33, a communication interface 34 and a communication bus 35. The memory 32 is used for storing a computer program 322, and the computer program 322 can be loaded by the processor 31 and execute any method for constructing a concrete freeze-thawing damage model provided by the application. The electronic device provided in this embodiment represents various forms of digital computers, such as desktop computers, workstations, servers, mainframes, and other suitable computers, and may also represent various forms of mobile devices, such as smartphones, wearable devices, and other similar computing devices.
In this embodiment, the communication interface 34 can construct a data transmission channel with an external device for the electronic device, the input/output interface 33 is used for acquiring external input data or outputting external data, the operating system 321 is used for controlling each hardware device on the electronic device and the computer program 322, and the computer program 322 may further include a computer program capable of completing other tasks in addition to a program capable of executing any one of the methods for constructing a concrete freeze-thawing damage model provided by the present application.
Example IV
The present embodiment provides a storage medium storing a computer program capable of being loaded and executed by a processor, for any of the methods for constructing a concrete freeze-thaw damage model provided by the present application.
The storage medium includes a usb disk, a removable hard disk, a Read-Only Memory (ROM), a random access Memory (Random Access Memory, RAM), an electrically programmable ROM, or a storage medium such as an optical disk that can store program codes.
The above embodiments are merely illustrative of the principles of the present application and its effectiveness, and are not intended to limit the application. Modifications, variations, or combinations of the above-described embodiments may be made by those skilled in the art without departing from the spirit and scope of the application. Accordingly, it is intended that all equivalent modifications and variations of the application be covered by the claims, which are within the ordinary skill of the art, be within the spirit and scope of the present disclosure.
Claims (12)
1. The construction method of the concrete freeze-thawing damage model is characterized by comprising the following steps of:
acquiring a sample initial data set of sample concrete before a freeze thawing cycle, wherein the sample initial data set comprises an initial volume ratio and a concrete stress-strain curve before the freeze thawing cycle;
Performing a freeze-thawing cycle test on the sample concrete to obtain a sample test data set of the sample concrete after the freeze-thawing cycle, wherein the sample test data set comprises a porosity functional relation and a concrete stress-strain curve after the freeze-thawing cycle;
constructing a sample concrete model according to the sample initial data set and a preset model initial parameter set;
simplifying a concrete freeze-thawing cycle process of the sample concrete model into a pore water continuous expansion process, performing freeze-thawing cycle simulation on the sample concrete model according to the pore water continuous expansion process, and acquiring a model test data set, wherein the model test data set comprises concrete model stress-strain curves of the sample concrete model before and after the freeze-thawing cycle;
obtaining a peak stress difference percentage and a curve integral difference percentage according to the sample test data set and the model test data set;
and adjusting parameters of the sample concrete model, and repeating the steps until the peak stress difference percentage and the curve integral difference percentage reach preset conditions.
2. The method for constructing a concrete freeze-thaw damage model according to claim 1, wherein the sample concrete is in a water-saturated state, and a sample initial data set of the sample concrete before a freeze-thaw cycle is obtained, comprising the steps of:
Performing a computed tomography test on the sample concrete to obtain the initial volume ratio, wherein the initial volume ratio comprises an aggregate initial volume ratio and a pore water initial volume ratio of the sample concrete before freeze thawing cycle, and the pore water initial volume ratio is used as the initial porosity of the sample concrete;
and carrying out a uniaxial compression test on the sample concrete to obtain a concrete stress strain curve before the freeze thawing cycle.
3. The method for constructing a concrete freeze-thaw damage model according to claim 1, wherein obtaining a sample test data set of sample concrete after a freeze-thaw cycle comprises the steps of:
performing a freeze-thawing cycle test on the sample concrete, and marking the freeze-thawing cycle number of the freeze-thawing cycle test as N;
obtaining sample test porosity, wherein the sample test porosity is the porosity of sample concrete after freeze thawing cycle test;
carrying out a uniaxial compression test on the sample concrete subjected to the freeze-thawing cycle test to obtain a stress-strain curve of the concrete subjected to the freeze-thawing cycle;
changing the value of the number N of freeze thawing cycles, and repeating the steps;
and establishing a functional relation between the sample test porosity and the freeze-thawing cycle times N to obtain the porosity functional relation.
4. The method for constructing a concrete freeze-thaw damage model according to claim 1, wherein constructing a sample concrete model according to the sample initial data set and a preset model initial parameter set comprises the following steps:
constructing simulated aggregate, simulated mortar, a simulated interface transition zone and simulated pore water to initially form the sample concrete model;
taking the initial porosity and the initial aggregate volume ratio of the sample concrete as the initial simulated porosity and the initial aggregate volume ratio of the sample concrete model;
adding a linear elastic model and thermal expansion characteristics to the simulated pore water, and inputting preset linear elastic model parameters and thermal expansion parameters;
and adding an elastoplastic damage model to the simulated aggregate, the simulated mortar and the simulated interface transition zone, and inputting preset elastoplastic damage parameters.
5. The method for constructing a concrete freeze-thaw damage model according to claim 1, wherein the sample concrete model is subjected to freeze-thaw cycle simulation according to the pore water continuous expansion process, comprising the steps of:
dividing the sample concrete model into individual concrete model units;
Continuously increasing the temperature of simulated pore water in the sample concrete model to expand the simulated pore water;
simulating a porosity growth process of the sample concrete model according to a unit removal technology, and obtaining a model test porosity of the sample concrete model;
and comparing the model test porosity with the sample test porosity, and completing the freeze thawing cycle simulation of the sample concrete model when the model test porosity is consistent with the sample test porosity.
6. The method for constructing a concrete freeze-thaw damage model according to claim 5, wherein a porosity growth process of the sample concrete model is simulated according to a cell removal technique, comprising the steps of:
obtaining a damage value of the concrete model unit;
and comparing the damage value with a preset damage threshold, removing the corresponding concrete model unit when the damage value exceeds the damage threshold, and taking the removed concrete model unit as an increased pore when the freeze thawing damage occurs.
7. The method for constructing a concrete freeze-thaw damage model according to claim 1, wherein obtaining a peak stress difference percentage and a curve integral difference percentage comprises the steps of:
According to the sample test data set, obtaining peak stress sigma of the concrete stress-strain curve after freeze thawing cycle max1 Sum curve integral W 1 The method comprises the steps of carrying out a first treatment on the surface of the The peak stress sigma max1 For the stress peak point in the concrete stress-strain curve after the freeze thawing cycle, the curve integrates W 1 Integrating curves from stress zero points to stress peak points in the concrete stress-strain curve after the freeze thawing cycle;
according to the model test data set, obtaining peak stress sigma of a concrete model stress-strain curve max2 Sum curve integral W 2 The method comprises the steps of carrying out a first treatment on the surface of the The peak stress sigma max2 Is the stress peak point in the stress-strain curve of the concrete model after the freeze thawing cycle, and the curve integrates W 2 Integrating curves from stress zero points to stress peak points in the stress-strain curves of the concrete model after freeze thawing cycle;
calculating the stress difference percentage delta 1 ＝|σ max2 -σ max1 |/σ max1 And the curve integral difference percentage delta 2 ＝|W 2 -W 1 |/W 1 。
8. The method for constructing a concrete freeze-thaw damage model according to claim 1, wherein the steps of adjusting parameters of the sample concrete model and repeating the above steps until the peak stress difference percentage and the curve integral difference percentage reach a preset condition, comprises the steps of:
Judging whether the peak stress difference value percentage and the curve integral difference value percentage reach preset conditions or not, wherein the preset conditions are that the peak stress difference value percentage and the curve integral difference value percentage are simultaneously smaller than or equal to a preset peak stress difference value threshold value and a preset curve integral difference value threshold value respectively;
when the judging result is NO, adjusting parameters of the sample concrete model, acquiring the adjusted peak stress difference percentage and curve integral difference percentage, and repeating the steps until the judging result is YES;
when the judgment result is yes, a corresponding sample concrete model is obtained to form a concrete model group;
and outputting a sample concrete model with the minimum percentage of curve integral difference in the concrete model group as a concrete freeze-thawing damage model.
9. The method for constructing a concrete freeze-thaw damage model according to claim 8, wherein adjusting parameters of the sample concrete model comprises the steps of:
the elastic modulus ratio, the compressive strength ratio and the tensile strength ratio between the simulated interface transition zone and the simulated mortar in the sample concrete model are kept unchanged;
and adjusting the elastic modulus, the compressive strength and the tensile strength of the simulated interface transition zone and the simulated mortar.
10. The system for constructing the concrete freeze-thawing damage model is characterized by comprising the following components:
the sample initial data acquisition module is used for acquiring a sample initial data set of the sample concrete before the freeze thawing cycle, wherein the sample initial data set comprises an initial volume ratio and a stress-strain curve of the concrete before the freeze thawing cycle;
the sample test data acquisition module is used for acquiring a sample test data set after acquiring the sample initial data set from the sample initial data acquisition module, wherein the sample test data set comprises a porosity function relation type and a concrete stress-strain curve after freeze thawing cycle;
the sample model construction module is used for establishing a sample concrete model according to the sample initial data set and a preset model initial parameter set after the sample initial data set is acquired from the sample initial data acquisition module, or adjusting parameters of the sample concrete model according to feedback data of the model verification module;
the model test data acquisition module is used for simplifying the freeze-thawing cycle process of the sample concrete model into a pore water continuous expansion process after the sample concrete model is established from the sample model construction module, performing freeze-thawing cycle simulation on the sample concrete model according to the pore water continuous expansion process, and acquiring a model test data set;
The data processing module is used for acquiring the peak stress difference percentage and the curve integral difference percentage after the model test data acquisition module acquires the model test data set;
and the model verification module is used for judging whether the sample concrete model reaches a preset condition according to a preset peak stress difference threshold value and a curve integral difference threshold value after acquiring the peak stress difference percentage and the curve integral difference percentage from the data processing module, forming feedback data, and transmitting the feedback data to the sample model construction module.
11. An electronic device, comprising:
a processor; and
a memory communicatively coupled to the processor; wherein,
the memory has stored thereon instructions that are loadable and executable by a processor to enable the processor to perform the method of constructing a concrete freeze-thaw damage model according to any one of claims 1 to 9.
12. A storage medium, characterized in that a computer program is stored which can be loaded by a processor and which performs the method of constructing a concrete freeze-thaw damage model according to any one of claims 1 to 9.
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