Structural deformation prediction method, device, equipment and medium for containment pressure test

Abstract

The present invention relates to the technical field of nuclear power plant containment, and discloses a method, device, equipment and medium for predicting the structural deformation of a containment pressure test. The present invention obtains the structural parameters of the containment, and sets the initial analysis parameters of the three-dimensional finite element model of the containment according to the structural parameters of the containment; obtains the prestress, applies the prestress to the three-dimensional finite element model of the containment, and obtains the calculated strain value and the measured strain value of the concrete during the prestress tensioning by calculation; uses the calculated strain value and the measured strain value to iteratively correct the initial analysis parameters, and determines the predicted structural deformation value of the containment pressure test according to the corrected analysis parameters; thereby improving the accuracy of the structural deformation prediction of the containment pressure test.

Description

Technical Field

[0001] The invention relates to the technical field of nuclear power plant containment, and in particular to a method, device, equipment and medium for predicting structural deformation during a containment pressure test. Background Art

[0002] When an accident occurs in a nuclear power plant reactor, a large amount of radioactive materials will be released. As the last safety barrier of a nuclear power plant, the containment shell must have sufficient structural strength and sealing performance to contain and isolate radioactive materials and avoid harm to residents around the nuclear power plant. Before the nuclear power plant containment shell is put into operation, it is necessary to conduct a pressure test on the containment shell to verify the structural integrity and overall sealing of the containment shell.

[0003] At present, the structural integrity of the containment is evaluated by monitoring the shell strain, shell displacement and other structural response parameters of the nuclear power plant containment during the pressure test, combined with theoretical calculation results. Before the containment pressure test, the structural deformation of the containment pressure test is predicted.

[0004] The structural deformation prediction of the containment pressure test is based on the initial analysis parameters of the containment three-dimensional finite element model. However, the initial analysis parameters in the containment three-dimensional finite element model are different from the actual situation, which makes the accuracy of the structural deformation prediction of the containment pressure test not high. Summary of the invention

[0005] The main purpose of the present invention is to propose a method, device, equipment and medium for predicting the structural deformation of a containment pressure test, aiming to correct the initial analysis parameters through the theoretical calculated values ​​and measured values ​​of concrete under prestressed batch tensioning of the containment, so as to improve the accuracy of the structural deformation prediction of the containment pressure test.

[0006] To achieve the above object, the present invention provides a method for predicting structural deformation of a containment shell pressure test, the method comprising the following steps:

[0007] Acquiring structural parameters of the containment shell, and setting initial analysis parameters of the containment shell three-dimensional model according to the structural parameters;

[0008] Acquiring prestress, and applying the prestress to the three-dimensional model of the containment shell, to obtain a calculated strain value and a measured strain value corresponding to the prestress;

[0009] The initial analysis parameters are modified based on the calculated strain values ​​and the measured strain values ​​to obtain a predicted value of structural deformation for the containment pressure test.

[0010] Preferably, before the step of setting the initial analysis parameters of the containment three-dimensional model according to the structural parameters, the step further includes:

[0011] Constructing corresponding concrete and prestressed steel strands and steel linings using the structural parameters;

[0012] A three-dimensional containment model is constructed by using the concrete, the prestressed steel strands and the steel lining.

[0013] Preferably, the step of setting initial analysis parameters of the containment three-dimensional model according to the structural parameters comprises:

[0014] Determining design standard parameters of the containment according to the structural parameters;

[0015] Initial analysis parameters of the containment three-dimensional model are set according to the design standard parameters of the containment.

[0016] Preferably, the step of obtaining prestress comprises:

[0017] The short-term prestress loss and the long-term prestress loss of the prestressed steel strands of the containment are calculated, and the prestress is determined by the short-term prestress loss and the long-term prestress loss.

[0018] Preferably, the step of applying the prestress to the containment three-dimensional model to obtain a strain calculation value corresponding to the prestress comprises:

[0019] Applying the prestress to the prestressed steel strands of the three-dimensional containment model;

[0020] Calculating the concrete strain corresponding to the prestressing force, the concrete shrinkage strain during the prestressing steel tendon tensioning period, and the concrete creep strain during the prestressing steel tendon tensioning period;

[0021] The strain calculation value corresponding to the prestress is determined by the concrete strain, the concrete shrinkage strain and the concrete creep strain.

[0022] Preferably, the step of applying the prestress to the containment three-dimensional model and obtaining the measured strain value corresponding to the prestress comprises:

[0023] Applying the prestress to the prestressed steel strands of the three-dimensional containment model;

[0024] The concrete strain and structural deformation during the tensioning of the prestressed steel strands are monitored to determine the actual measured strain value corresponding to the prestress.

[0025] Preferably, the step of correcting the initial analysis parameters based on the calculated strain value and the measured strain value to obtain the predicted value of the structural deformation of the containment comprises:

[0026] Performing a matching analysis on the strain calculation value and the strain measured value, and iteratively correcting the initial analysis parameters according to the matching analysis result to obtain corrected analysis parameters;

[0027] Determining a revised containment three-dimensional model according to the revised analysis parameters;

[0028] The structural deformation prediction value of the containment pressure test is calculated by using the modified containment three-dimensional model.

[0029] In addition, to achieve the above-mentioned purpose, the present invention also provides a structural deformation prediction device for a containment pressure test, the structural deformation prediction device for a containment pressure test comprising:

[0030] A setting module, used to obtain structural parameters of the containment shell and set initial analysis parameters of the three-dimensional model of the containment shell according to the structural parameters;

[0031] A calculation module, used for obtaining prestress, applying the prestress to the three-dimensional model of the containment shell, and obtaining a calculated strain value and a measured strain value corresponding to the prestress;

[0032] A correction module is used to correct the initial analysis parameters based on the strain calculation value and the strain measured value to obtain the structural deformation prediction value of the containment pressure test.

[0033] In addition, to achieve the above-mentioned purpose, the present invention also provides a device, which is a structural deformation prediction device for a containment pressure test, and the structural deformation prediction device for a containment pressure test comprises: a memory, a processor, and a structural deformation prediction program for a containment pressure test stored in the memory and executable on the processor, and when the structural deformation prediction program for the containment pressure test is executed by the processor, the steps of the structural deformation prediction method for the containment pressure test as described above are implemented.

[0034] In addition, to achieve the above-mentioned purpose, the present invention also provides a medium, which is a computer-readable storage medium, and a structural deformation prediction program for a containment pressure test is stored on the computer-readable storage medium. When the structural deformation prediction program for the containment pressure test is executed by a processor, the steps of the structural deformation prediction method for the containment pressure test as described above are implemented.

[0035] The present invention proposes a method, device, equipment and medium for predicting the structural deformation of a containment pressure test; the method includes: obtaining the structural parameters of the containment, and setting the initial analysis parameters of the three-dimensional model of the containment according to the structural parameters; obtaining the prestress, and applying the prestress to the three-dimensional model of the containment, and obtaining the calculated strain value and the measured strain value corresponding to the prestress; correcting the initial analysis parameters based on the calculated strain value and the measured strain value, and obtaining the predicted value of the structural deformation of the containment pressure test. Therefore, the present invention obtains the structural parameters of the containment, and sets the initial analysis parameters of the three-dimensional model of the containment according to the structural parameters of the containment; obtains the prestress, and applies the prestress to the three-dimensional model of the containment, and obtains the calculated strain value and the measured strain value of the concrete during the prestress tensioning by calculation; corrects the initial analysis parameters using the calculated strain value and the measured strain value, and determines the predicted value of the structural deformation of the containment pressure test according to the corrected analysis parameters; thereby improving the accuracy of the structural deformation prediction of the containment pressure test. BRIEF DESCRIPTION OF THE DRAWINGS

[0036] Figure 1 It is a schematic diagram of the device structure of the hardware operating environment involved in the embodiment of the present invention;

[0037] Figure 2 It is a flow chart of a first embodiment of a method for predicting structural deformation of a containment pressure test according to the present invention;

[0038] Figure 3 A schematic diagram of a refined three-dimensional finite element model of a containment according to a first embodiment of a method for predicting structural deformation during a containment pressure test of the present invention;

[0039] Figure 4 A schematic diagram of geometric dimensions of a containment structure according to a first embodiment of a method for predicting structural deformation during a containment pressure test of the present invention;

[0040] Figure 5 The measured value ε of the concrete strain during the prestressing of the containment shell according to the structural deformation prediction method of the containment shell pressure test of the present invention is Rea l Schematic diagram;

[0041] Figure 6 is the measured value of concrete strain ε during the batch tensioning of prestressed steel strands in the structural deformation prediction method of the containment pressure test of the present invention Rea l and the calculated value ε Ec Schematic diagram of the matching analysis;

[0042] Figure 7 It is a flow chart of a second embodiment of a method for predicting structural deformation of a containment pressure test according to the present invention;

[0043] Figure 8It is a flow chart of a third embodiment of a method for predicting structural deformation of a containment pressure test according to the present invention;

[0044] Fig. 9 A schematic diagram of radial deformation of the predicted value and the test value of the containment structure integrity test deformation of the method for predicting structural deformation of the containment pressure test of the present invention;

[0045] Fig.10 A schematic diagram of vertical deformation of the predicted value and the test value of the containment structure integrity test deformation of the method for predicting structural deformation of the containment pressure test of the present invention;

[0046] Fig.11 It is a flow chart of a fourth embodiment of a method for predicting structural deformation of a containment pressure test according to the present invention;

[0047] Fig.12 It is a functional module diagram of the first embodiment of the structural deformation prediction method for the containment pressure test of the present invention.

[0048] The realization of the purpose, functional features and advantages of the present invention will be further explained in conjunction with embodiments and with reference to the accompanying drawings. DETAILED DESCRIPTION

[0049] It should be understood that the specific embodiments described herein are only used to explain the present invention, and are not used to limit the present invention.

[0050] like Figure 1 As shown, Figure 1 It is a schematic diagram of the device structure of the hardware operating environment involved in the embodiment of the present invention.

[0051] The device in the embodiment of the present invention may be a mobile terminal or a server device.

[0052] like Figure 1 As shown, the device may include: a processor 1001, such as a CPU, a network interface 1004, a user interface 1003, a memory 1005, and a communication bus 1002. Among them, the communication bus 1002 is used to realize the connection and communication between these components. The user interface 1003 may include a display screen (Display), an input unit such as a keyboard (Keyboard), and the optional user interface 1003 may also include a standard wired interface and a wireless interface. The network interface 1004 may optionally include a standard wired interface and a wireless interface (such as a WI-FI interface). The memory 1005 may be a high-speed RAM memory, or it may be a stable memory (non-volatile memory), such as a disk memory. The memory 1005 may also be a storage device independent of the aforementioned processor 1001.

[0053] Those skilled in the art will understand that Figure 1The device structure shown in the figure does not constitute a limitation of the device, and may include more or less components than shown in the figure, or combine certain components, or arrange the components differently.

[0054] like Figure 1 As shown, the memory 1005 as a computer storage medium may include an operating system, a network communication module, a user interface module, and a structural deformation prediction program for a containment pressure test.

[0055] Among them, the operating system is a program for managing and controlling the structural deformation prediction equipment and software resources of the containment pressure test, supporting the operation of the network communication module, the user interface module, the structural deformation prediction program of the containment pressure test and other programs or software; the network communication module is used to manage and control the network interface 1002; the user interface module is used to manage and control the user interface 1003.

[0056] exist Figure 1 In the structural deformation prediction device for the containment pressure test shown, the structural deformation prediction device for the containment pressure test calls the page generation program stored in the memory 1005 through the processor 1001, and executes the operations in each embodiment of the structural deformation prediction method for the containment pressure test described below.

[0057] Based on the above hardware structure, an embodiment of a method for predicting structural deformation of a containment pressure test of the present invention is proposed.

[0058] Reference Figure 2 , Figure 2 This is a flow chart of a first embodiment of a method for predicting structural deformation of a containment shell pressure test according to the present invention. The method for predicting structural deformation of a containment shell pressure test comprises:

[0059] Step S10, obtaining structural parameters of the containment shell, and setting initial analysis parameters of the containment shell three-dimensional model according to the structural parameters;

[0060] Step S20, obtaining prestress, and applying the prestress to the three-dimensional model of the containment shell, to obtain a calculated strain value and a measured strain value corresponding to the prestress;

[0061] Step S30, correcting the initial analysis parameters based on the calculated strain value and the measured strain value to obtain a predicted value of structural deformation of the containment pressure test.

[0062] This embodiment obtains the structural parameters of the containment and sets the initial analysis parameters of the three-dimensional model of the containment according to the structural parameters of the containment; obtains the prestress and applies the prestress to the three-dimensional model of the containment, and obtains the calculated strain value and the measured strain value of the concrete during the prestress tensioning period by calculation; uses the calculated strain value and the measured strain value to correct the initial analysis parameters, and determines the predicted value of the structural deformation of the containment pressure test according to the corrected analysis parameters; thereby improving the accuracy of the structural deformation prediction of the containment pressure test.

[0063] The following is a detailed description of each step:

[0064] Step S10, obtaining structural parameters of the containment shell, and setting initial analysis parameters of the containment shell three-dimensional model according to the structural parameters;

[0065] In this embodiment, the containment vessel is the nuclear reactor containment vessel, which is the last safety barrier of the nuclear power plant and needs to have sufficient structural strength and sealing performance to contain and isolate radioactive substances to avoid harm to residents around the nuclear power plant.

[0066] The containment shell is a cylindrical prestressed concrete cylinder with a steel lining. The top is a hemispherical dome and the bottom is a raft foundation. The prestressed concrete provides sufficient strength and resistance, and the steel lining ensures the sealing performance of the containment shell. The cylinder and dome of the containment shell adopt prestressed reinforced concrete structure. The cylinder is laid with vertical and horizontal prestressed steel strands. The vertical steel strand casing extends from the prestressed corridor to the top. The upper and lower bottoms and the cylinder are tensioned with prestressed steel cables to form a whole.

[0067] The structural parameters of the containment are obtained from different channels, which may be obtained from a database in a containment monitoring system or from clients of different users; wherein different users include nuclear power plant staff and third-party agency personnel. This embodiment does not limit the channels for obtaining the structural parameters of the containment.

[0068] The structural parameters of the containment include but are not limited to: material parameters, structural geometric size parameters, and spatial position parameters of the containment. Figure 4 In this embodiment, the structural geometric dimension parameters of the containment include but are not limited to: the elevation of the inner shell dome is +59.90 meters, that is, 59.90m; the thickness of the cylinder wall is 1000 millimeters, that is, 1000mm; the radius of the dome curve is 30000 millimeters, that is, 30000mm; the inner surface radius is 22500 millimeters, that is, 22500mm; the outer surface radius is 23700 millimeters, that is, 23700mm; the raft foundation top elevation is -8.24 meters, that is, -8.24m; the raft base elevation is -12.09 meters, that is, -12.09m.

[0069] In this embodiment, the structural parameters of the containment include but are not limited to the structural geometric size parameters, material parameters and spatial position parameters of the containment. The initial analysis parameters include but are not limited to material, grade, density, elastic modulus and Poisson's ratio. Among them, the initial analysis parameters can be used to detect whether the elastic modulus of the three-dimensional finite element model of the containment changes.

[0070] Generally speaking, when an external force is applied to an elastic object, the shape of the elastic object will change (referred to as "deformation"). The elastic modulus refers to the stress under unidirectional stress divided by the strain in that direction. In the elastic deformation stage of a material, its stress and strain are in direct proportion (i.e., it conforms to Hooke's law), and its proportionality coefficient is called the elastic modulus. The elastic modulus can be regarded as an indicator of the ease with which a material can produce elastic deformation. The larger its value, the greater the stress required to cause a certain elastic deformation of the material, that is, the greater the stiffness of the material, that is, the smaller the elastic deformation under a certain stress. The elastic modulus refers to the stress required for a material to produce a unit elastic deformation under the action of an external force. It is an indicator that reflects the material's ability to resist elastic deformation, which is equivalent to the stiffness in an ordinary spring.

[0071] Further, in one embodiment, before the step of setting the initial analysis parameters of the containment three-dimensional model according to the structural parameters, the step includes:

[0072] Step D1, constructing corresponding concrete, prestressed steel strands and steel lining according to the structural parameters.

[0073] In one embodiment, the structural parameters of the containment include but are not limited to the structural geometric size parameters, material parameters and spatial position parameters of the containment. According to the structural parameters of the containment, the appropriate unit size of the concrete is defined, and then the solid reinforcement method is used to simulate the corresponding prestressed concrete.

[0074] The solid reinforcement method is based on the actual structure and dimensional parameters of the containment. During the finite element modeling process, detailed models of concrete and prestressed steel strands are built separately, and their respective unit and material properties are assigned. This can more accurately reflect the response characteristics of the containment during prestressing.

[0075] The spatial position parameters of the prestressed steel strands are obtained through the structural parameters of the containment. Appropriate unit sizes are defined for the prestressed steel strands, and the prestressed steel strands are discretized to obtain the geometric coordinates of each unit node of the steel strand, unit number and other spatial position information of the steel strands; then the solid reinforcement method is used to simulate the prestressed steel strands arranged in the three-dimensional curve of the containment.

[0076] The material parameters and spatial position parameters of the steel lining are obtained through the structural parameters of the containment. The equivalent shell element is used to simulate the corresponding steel lining. The material performance of the steel lining adopts the isotropic strengthening model. The shell element and the solid element of the inner surface of the concrete containment share the same node.

[0077] Step D2, constructing a three-dimensional containment model using the concrete, the prestressed steel strands and the steel lining.

[0078] In one embodiment, based on the above-generated concrete, prestressed steel strands and steel lining, a deformation coordination relationship among the concrete, prestressed steel strands and steel lining is established; and then based on the deformation coordination relationship among the concrete, prestressed steel strands and steel lining, the entire three-dimensional model of the containment is constructed.

[0079] Reference Figure 3 The refined three-dimensional finite element initial model of the containment is shown. In this embodiment, the three-dimensional model of the containment can be a three-dimensional finite element model of the containment. The three-dimensional finite element model of the containment is mainly composed of concrete, prestressed steel bundles and steel lining steel bundles. Among them, concrete, prestressed steel bundles and steel lining can be composed according to the structural parameters of the containment.

[0080] Further, in one embodiment, the step of setting the initial analysis parameters of the containment three-dimensional model according to the structural parameters comprises:

[0081] Step S11, determining the design standard parameters of the containment according to the structural parameters.

[0082] In this embodiment, the structural parameters of the containment include but are not limited to: structural geometric size parameters, material parameters and spatial position parameters of the containment. The design standard parameters of the containment can be parameters required by the design specifications of the containment, containment test site parameters, etc.; the parameters required by the design specifications of the containment include but are not limited to: material density, elastic modulus, Poisson's ratio and other parameters.

[0083] Among them, the specification requirement parameters of the containment and the containment test site parameters need to meet the relevant regulations, guidelines and standards for the containment test, and also need to consider the pressure requirements for the strength test of the containment and the preliminary test of the leakage and the functional test.

[0084] Step S12, setting initial analysis parameters of the containment three-dimensional model according to the design specification parameters of the containment.

[0085] In one embodiment, considering the standards and requirements of the containment test, the initial analysis parameters of the containment three-dimensional finite element model are set according to the design specification parameters of the containment. Referring to Table 1, the initial analysis parameters include but are not limited to: material, grade, density, elastic modulus, Poisson's ratio and other parameters.

[0086] Material grade <![CDATA[Density / (kg·m -3 )]]> Elastic modulus / GPa Poisson's ratio Concrete C60 2500 36 0.2 Prestressed steel tendons 54T16 7850 195 0.3 Steel lining P265GH 7850 210 0.28

[0087] Table 1 Initial analysis parameters of the three-dimensional finite element model of the containment

[0088] Step S20, obtaining prestress, and applying the prestress to the three-dimensional model of the containment shell, to obtain a calculated strain value and a measured strain value corresponding to the prestress.

[0089] In one embodiment, a cooling method is used to simulate the application of prestress, specifically, the prestress of the prestressed steel strands is determined by calculating the short-term and long-term prestress losses of the prestressed steel strands. The prestress of the prestressed steel strands on the concrete is simulated by the shrinkage force generated by the shrinkage of the prestressed steel strands by performing cooling equivalent loading on the prestressed steel strands in the three-dimensional model of the containment.

[0090] Among them, the temperature drop value of the prestressed steel tendon node is:

[0091] ΔT=σ pe / (αE p )

[0092] In the formula, σ pe is the effective prestress of the prestressed steel tendon after considering the loss of prestress, α is the linear expansion coefficient of the prestressed steel tendon, E p is the elastic modulus of the prestressed steel tendon.

[0093] Prestress is applied in the model according to the cooling method, and the concrete strain corresponding to the prestress, the concrete shrinkage strain during the prestressing steel strand tensioning, and the concrete creep strain are considered. The strain calculation value during the prestressing period can be obtained by calculation.

[0094] Concrete shrinkage refers to the volume reduction phenomenon that occurs in the initial stage of concrete setting or during the hardening process. It is generally divided into plastic shrinkage, which is also called sedimentation shrinkage, chemical shrinkage, which is also called self-shrinkage, drying shrinkage and carbonization shrinkage. Large shrinkage will cause concrete cracking.

[0095] The characteristic of concrete that its strain continues to increase over time under long-term stress, among which elastic deformation strain does not continue to increase over time. Under long-term load, the stress on the structure or material remains unchanged, while the strain increases over time is called creep. For general buildings, creep is completed by about 50% after one month, and basically completed in about two years.

[0096] Reference Figure 5 , prestress is applied in the model according to the cooling method, and the concrete strain and structural deformation during each prestressing batch are calculated through the three-dimensional finite element model of the containment, so that the measured strain value during the prestressing period is obtained by calculation.

[0097] Step S30, correcting the initial analysis parameters based on the calculated strain value and the measured strain value to obtain a predicted value of structural deformation of the containment pressure test.

[0098] In one embodiment, referring to Figure 6 , Figure 6 The diagram is a schematic diagram of the agreement analysis between the measured and calculated values ​​of concrete strain during the batch tensioning of prestressed steel strands. Through the agreement analysis between the calculated and measured strain values ​​during the batch tensioning of prestressed steel strands, the initial analysis parameters of the three-dimensional finite element model of the containment are iteratively corrected, and the predicted value of the structural deformation of the containment pressure test is determined using the corrected analysis parameters.

[0099] This embodiment obtains the structural parameters of the containment and constructs a corresponding three-dimensional containment model according to the structural parameters of the containment; sets the initial analysis parameters of the three-dimensional containment model according to the structural parameters of the containment; obtains prestress and applies prestress to the three-dimensional containment model, and obtains the calculated strain value and the measured strain value of the concrete during the prestress tensioning period by calculation; uses the calculated strain value and the measured strain value to correct the initial analysis parameters, and determines the predicted value of the structural deformation of the containment pressure test according to the corrected analysis parameters; thereby improving the accuracy of the structural deformation prediction of the containment pressure test.

[0100] Furthermore, based on the first embodiment of the method for predicting structural deformation of a containment shell pressure test of the present invention, a second embodiment of the method for predicting structural deformation of a containment shell pressure test of the present invention is proposed.

[0101] The difference between the second embodiment of the method for predicting structural deformation of a containment shell pressure test and the first embodiment of the method for predicting structural deformation of a containment shell pressure test is that the present embodiment is to apply the prestress to the three-dimensional model of the containment shell in step S20, and obtain the calculated strain value and the measured strain value corresponding to the prestress, and refer to Figure 7 , the step specifically includes:

[0102] Step a, calculating the short-term prestress loss and the long-term prestress loss of the prestressed steel strands of the containment, and determining the prestress according to the short-term prestress loss and the long-term prestress loss;

[0103] Step b, applying the prestress to the prestressed steel strands of the containment three-dimensional model;

[0104] Step c, calculating the concrete strain corresponding to the prestressing force and the concrete shrinkage strain during the prestressing steel strand tensioning period, as well as the concrete creep strain during the prestressing steel strand tensioning period;

[0105] Step d, determining a strain calculation value corresponding to the prestress according to the concrete strain, the concrete shrinkage strain and the concrete creep strain;

[0106] Step e, monitoring the concrete strain and structural deformation during the tensioning of the prestressed steel strands, and determining the actual measured strain value corresponding to the prestress.

[0107] This embodiment calculates the short-term prestress loss and long-term prestress loss of the prestressed steel strands of the containment, and determines the prestress through the short-term prestress loss and the long-term prestress loss; performs equivalent loading of the prestressed steel strands in the three-dimensional finite element model of the containment using the cooling method, and determines the cooling value corresponding to the prestress through the calculation formula between the cooling value and the prestress, that is, uses the cooling method to simulate the application of prestress. The strain calculation value corresponding to the prestress is determined by calculating the concrete strain corresponding to the prestress, the concrete shrinkage strain during the tensioning of the prestressed steel strands, and the concrete creep strain during the tensioning of the prestressed steel strands; the strain measured value corresponding to the prestress is determined by monitoring the concrete strain and structural deformation during the tensioning of the prestressed steel strands; thereby improving the accuracy of the strain calculation value and the strain measured value during the tensioning of the prestress.

[0108] The following is a detailed description of each step:

[0109] Step a, calculating the short-term prestress loss and the long-term prestress loss of the prestressed steel strands of the containment, and determining the prestress according to the short-term prestress loss and the long-term prestress loss.

[0110] In this embodiment, the prestress loss includes the instantaneous loss after the prestressed steel bars are released and the time-varying loss during the use of the structure. Among them, the instantaneous loss is the loss that occurs instantaneously during the construction process. The instantaneous loss is related to the structural construction process, anchors, etc. The instantaneous loss is also called the short-term prestress loss of the prestressed steel strands of the containment.

[0111] Among them, the time-varying loss depends on the shrinkage, creep of concrete and relaxation of prestressed tendons. The time-varying loss is also called the long-term prestress loss of the prestressed steel tendons of the containment.

[0112] The prestress corresponding to the prestressed steel strands of the containment can be determined through the short-term prestress loss and long-term prestress loss of the containment.

[0113] Step b: applying the prestress to the prestressed steel strands of the three-dimensional containment model.

[0114] In this embodiment, the prestressed steel bundles in the three-dimensional finite element model of the containment are subjected to equivalent loading by the cooling method, and the cooling value corresponding to the prestress is determined by the calculation formula between the cooling value and the prestress. That is, the cooling method is used to simulate the application of prestress. The cooling value of the prestressed steel bundles in the three-dimensional finite element model of the containment can be flexibly controlled to achieve the application of prestress to the three-dimensional finite element model of the containment.

[0115] Among them, the relationship between the temperature drop value and the prestress is:

[0116] ΔT=σ pe / α·E p

[0117] Where ΔT is the cooling value to be applied, σ pe is the effective prestress of the prestressed steel tendon after considering the loss of prestress, α is the linear expansion coefficient of the prestressed steel tendon, E P is the elastic modulus of the prestressed steel tendon.

[0118] Because the temperature change of the containment will have a significant impact on the strain measurement value, the temperature measurement during the test is not only to monitor whether the design requirements are met during the pressure increase inside and outside the shell, but also to correct the impact of temperature changes on its value during strain analysis.

[0119] The calculated cooling value is based on the principle that the linear strain caused by temperature is equal to the linear strain caused by axial force. Therefore, the applied prestress can be flexibly controlled by the cooling value applied to the prestressed steel strands. When considering the prestress loss, the cooling value to be applied to each unit can be adjusted accordingly.

[0120] Step c, calculating the concrete strain corresponding to the prestressing force and the concrete shrinkage strain during the tensioning of the prestressed steel strands, as well as the concrete creep strain during the tensioning of the prestressed steel strands.

[0121] In one embodiment, the concrete strain corresponding to the prestress refers to the concrete strain under the action of the prestress, which is obtained by calculating the concrete strain through the three-dimensional finite element model after the prestress is loaded by the cooling method in the three-dimensional finite element model.

[0122] The concrete shrinkage strain and creep strain during the prestressed steel tendon tensioning period are strains generated by the concrete itself. The shrinkage strain of concrete includes autogenous shrinkage and drying shrinkage.

[0123] The calculation formula for autogenous shrinkage is as follows:

[0124]

[0125] In the formula, ε ca (t) is the shrinkage strain coefficient of autogenous shrinkage; f ck is the characteristic value of compressive strength of concrete cylinder at 28 days, in megapascals (MPa), t is the age of concrete at the time of calculation, in days (d);

[0126] For concrete shrinkage with a relative humidity not exceeding 80%, the calculation formula is as follows:

[0127]

[0128] In the formula, ε ca (t) is the shrinkage strain coefficient of drying; f ck is the characteristic compressive strength of the concrete cylinder at 28 days of age, in megapascals (MPa), where f ck When >55MPa, K(f ck ) coefficient value is 30-0.21f ck ; RH is the relative humidity of the environment, in percent (%), such as the relative humidity is 20%. s is the age of concrete when shrinkage begins, in days (d); coefficient β cd (h 0 ) is the coefficient of shrinkage over time after prestressing. When the concrete contains silica fume, the coefficient β cd (h 0 ) is equal to 0.007h 0 2 ;h 0 h is the theoretical thickness of the component, in millimeters (mm); 0 =2A / u, A is the cross-sectional area of ​​the component, u is the perimeter length of the component in contact with the atmosphere; among them, considering the role of the sealing steel lining, h 0 It should be twice the actual wall thickness.

[0129] It can be seen from the above formula that the autogenous shrinkage of concrete is a short-term phenomenon, and most of the autogenous shrinkage has been completed 3 months after the concrete is poured; shrinkage is related to the duration of time.

[0130] The creep strain of concrete is equal to the creep coefficient multiplied by the instantaneous compressive strain value of concrete. Since the stress at each measuring point of the containment is different during the prestressing batch tensioning, the creep strain generated by each prestressing tensioning batch is calculated separately for accurate calculation. The creep of concrete includes basic creep and dry creep.

[0131] The basic creep coefficient calculation formula is as follows:

[0132]

[0133] In the formula, is the basic creep coefficient; t 0 is the age of concrete at the time of loading, in days (d); tt 0 is the number of days of creep under load, in days (d); coefficient is the nominal basic creep coefficient, where when the concrete contains silica fume, Equal to 3.6 / (f cm (t 0 )·0.37); coefficient β bcis the coefficient of creep development over time after prestressing, where β bc Equal to 3.6 / (f cm (t 0 )·0.37); f cm (t 0 ) is the average compressive strength of the concrete cylinder at the loading age, in megapascals (MPa).

[0134] The calculation formula of dry creep coefficient is as follows:

[0135]

[0136] In the formula, is the stem creep coefficient; is the nominal dry creep coefficient. When the concrete contains silica fume, =1000; cd (t)-ε cd (t 0 ) is the shrinkage strain increment, both are dimensionless.

[0137] Step d: determining a strain calculation value corresponding to the prestress through the concrete strain, the concrete shrinkage strain and the concrete creep strain.

[0138] In one embodiment, prestress is applied to the prestressed steel strands in the three-dimensional finite element model of the containment, the concrete strain corresponding to the prestress, the concrete shrinkage strain during the prestressing, and the concrete creep strain during the prestressing are calculated, and the strain calculation value corresponding to the prestress is determined, wherein the shrinkage includes autogenous shrinkage and dry shrinkage; and the creep includes basic creep and dry creep.

[0139] Step e, monitoring the concrete strain and structural deformation during the tensioning of the prestressed steel strands, and determining the actual measured strain value corresponding to the prestress.

[0140] In this embodiment, a pre-buried vibrating-wire strain gauge is provided in the concrete of the containment, and a deformation measuring instrument is provided on the surface of the containment; the strain of the concrete and the structural deformation during the prestressing tensioning batch are monitored by the vibrating-wire strain gauge and the deformation measuring instrument.

[0141] Among them, refer to Figure 4 , Figure 4 is a schematic diagram of the geometric dimensions of the containment structure. Figure 4 There are 4 measuring points in it. By setting strain measuring points on the surface of the containment and pre-embedding vibrating wire strain gauges at the strain measuring points in the concrete of the typical section of the containment, the strain values ​​of the concrete measured under the tensioning of the prestressed steel strands in batches can be read, and the principal strain of each measuring point must be measured.

[0142] The actual strain value corresponding to the prestress can be calculated from the vibrating wire strain gauge readings during the prestressing batch. Figure 5 According to the measured strain values ​​of each measuring point, the corresponding change curves of vertical strain measurement values ​​and tangential strain measurement values ​​are drawn.

[0143] This embodiment calculates the short-term prestress loss and long-term prestress loss of the prestressed steel strands of the containment, and determines the prestress through the short-term prestress loss and the long-term prestress loss; performs equivalent loading of the prestressed steel strands in the three-dimensional finite element model of the containment using the cooling method, and uses the calculation formula between the cooling value and the prestress to determine the cooling value corresponding to the prestress, that is, uses the cooling method to simulate the application of prestress. The strain calculation value corresponding to the prestress is determined by calculating the concrete strain corresponding to the prestress, the concrete shrinkage strain during the tensioning of the prestressed steel strands, and the concrete creep strain during the tensioning of the prestress; the strain measured value corresponding to the prestress is determined by monitoring the concrete strain and structural deformation during the tensioning of the prestressed steel strands; thereby improving the accuracy of the strain calculation value and the strain measured value during the tensioning of the prestress.

[0144] Furthermore, based on the first and second embodiments of the method for predicting structural deformation of a containment shell pressure test of the present invention, a third embodiment of the method for predicting structural deformation of a containment shell pressure test of the present invention is proposed.

[0145] The third embodiment of the method for predicting structural deformation of a containment shell pressure test is different from the first and second embodiments of the method for predicting structural deformation of a containment shell pressure test in that in this embodiment, the initial analysis parameters are corrected based on the strain calculation value and the strain measured value in step S40 to obtain a refinement of the predicted value of structural deformation of the containment shell pressure test, referring to Figure 8 , the step specifically includes:

[0146] Step S41, performing a matching analysis on the strain calculation value and the strain measured value, and iteratively correcting the initial analysis parameters according to the matching analysis result to obtain corrected analysis parameters;

[0147] Step S42, determining a revised containment three-dimensional model according to the revised analysis parameters;

[0148] Step S43, calculating the predicted value of structural deformation of the containment pressure test by using the modified containment three-dimensional model.

[0149] In this embodiment, a match analysis is performed on the calculated strain values ​​and the measured strain values, and initial analysis parameters are iteratively corrected according to the result of the match analysis to obtain corrected analysis parameters; the three-dimensional finite element model of the containment is corrected using the corrected analysis parameters to obtain a corrected three-dimensional finite element model of the containment; the predicted value of the structural deformation of the containment pressure test is calculated using the corrected three-dimensional finite element model, thereby further improving the accuracy of the prediction of the structural deformation of the containment pressure test.

[0150] The following is a detailed description of each step:

[0151] Step S41 , performing a matching analysis on the calculated strain value and the measured strain value, and iteratively correcting the initial analysis parameters according to the matching analysis result to obtain corrected analysis parameters.

[0152] In this embodiment, refer to Figure 6 , Figure 6 is the measured value of concrete strain during the batch tensioning of prestressed steel tendons ε Rea l and the calculated value ε Ec From the matching analysis. Figure 6 From the strain calculation values ​​and strain measured values ​​in , it can be seen that there is a certain deviation between the change rules of the strain calculation values ​​and the strain measured values ​​corresponding to the initial analysis parameters. By performing a matching analysis on the strain calculation values ​​and the strain measured values, the initial analysis parameters in the finite element model can be iteratively corrected so that the strain calculation values ​​corresponding to the corrected analysis parameters are more consistent with the strain measured values. Through the above matching analysis of the strain calculation values ​​and the strain measured values ​​and the iterative correction of the initial analysis parameters, the corrected analysis parameters are obtained.

[0153] Step S42: determining a revised three-dimensional containment model according to the revised analysis parameters.

[0154] In this embodiment, the initial analysis parameters include but are not limited to: material, grade, density, elastic modulus and Poisson's ratio. The initial analysis parameters can be used to detect whether the elastic modulus of the three-dimensional finite element model of the containment shell has changed. Thus, the three-dimensional finite element model of the containment shell can be corrected by the elastic modulus in the initial analysis parameters, that is, the three-dimensional finite element model of the containment shell can be corrected by the corrected analysis parameters to obtain the corrected three-dimensional finite element model.

[0155] Step S43, calculating the predicted value of structural deformation of the containment pressure test by using the modified containment three-dimensional model.

[0156] In this embodiment, the initial analysis parameters are corrected by comparing the measured value of concrete strain with the calculated value in the prestressing tensioning stage, thereby obtaining analysis parameters that are relatively close to the actual containment structure; the three-dimensional finite element model of the containment is corrected by the corrected analysis parameters to obtain a corrected three-dimensional finite element model of the containment; the structural deformation prediction value of the containment pressure test is determined by the corrected three-dimensional finite element model of the containment; thereby, a more accurate structural deformation prediction value of the containment pressure test is obtained.

[0157] Reference Fig. 9 and Fig.10 , Fig. 9 and Fig.10 The radial deformation and vertical deformation diagrams are respectively the predicted values ​​and the test values ​​of the containment structure integrity test deformation. According to the monitoring data during the containment test, at the maximum test pressure, the test values ​​of the radial deformation and vertical deformation of the structure were 96% and 108% of the predicted values, respectively, and the test values ​​and the predicted values ​​were in good agreement.

[0158] In this embodiment, a match analysis is performed on the calculated strain values ​​and the measured strain values, and the initial analysis parameters are iteratively corrected according to the results of the match analysis to obtain corrected analysis parameters; the three-dimensional finite element model of the containment is corrected using the corrected analysis parameters to obtain a corrected three-dimensional finite element model of the containment; the structural deformation prediction value of the containment pressure test is calculated using the corrected three-dimensional finite element model, thereby further improving the accuracy of the structural deformation prediction of the containment pressure test.

[0159] Furthermore, based on the first, second and third embodiments of the method for predicting structural deformation of a containment shell pressure test of the present invention, a fourth embodiment of the method for predicting structural deformation of a containment shell pressure test of the present invention is proposed.

[0160] Reference Fig.11 By obtaining the structural parameters of the containment, the corresponding concrete, prestressed and steel lining steel bundle structure of the containment is constructed using the structural parameters of the containment; the three-dimensional finite element model of the containment is constructed using the deformation coordination relationship between concrete, prestressed steel bundles and steel lining.

[0161] The initial analysis parameters of the three-dimensional finite element model of the containment are set according to the structural parameters of the containment, wherein the initial analysis parameters can be used to detect whether the elastic modulus of the three-dimensional finite element model of the containment changes.

[0162] The cooling method is used to simulate the application of prestress. Specifically, the prestressed steel strands in the three-dimensional model of the containment are subjected to equivalent loading by the cooling method, so that the prestressed steel strands shrink and the shrinkage force generated is used to simulate the prestress of the prestressed steel strands on the concrete.

[0163] By calculating the concrete strain corresponding to the prestress and the concrete shrinkage strain and concrete creep strain during the prestressing period, the strain calculation value corresponding to the prestress can be obtained through the concrete strain, concrete shrinkage strain and concrete creep strain.

[0164] By embedding a vibrating-wire strain gauge in the concrete of the containment, the strain parameters and structural deformation of the containment in each prestressing batch can be read out, thereby calculating the actual measured strain value corresponding to the prestress.

[0165] The initial analysis parameters are iteratively corrected using the calculated strain values ​​and the measured strain values, and the predicted value of the structural deformation of the containment pressure test is determined according to the corrected analysis parameters, thereby improving the accuracy of the structural deformation prediction of the containment pressure test.

[0166] The present invention also provides a structural deformation prediction device for a containment pressure test. Fig.12 The structural deformation prediction device for the containment pressure test of the present invention comprises:

[0167] A setting module 10 is used to obtain structural parameters of the containment shell and set initial analysis parameters of the three-dimensional model of the containment shell according to the structural parameters;

[0168] A calculation module 20 is used to apply prestress to the three-dimensional model of the containment shell and obtain a calculated strain value and a measured strain value corresponding to the prestress;

[0169] The correction module 30 is used to correct the initial analysis parameters based on the strain calculation value and the strain measured value to obtain the structural deformation prediction value of the containment pressure test.

[0170] In addition, the present invention also provides a medium, which is a computer-readable storage medium, on which a structural deformation prediction program for a containment pressure test is stored. When the structural deformation prediction program for the containment pressure test is executed by a processor, the steps of the structural deformation prediction method for the containment pressure test as described above are implemented.

[0171] Among them, the method implemented when the structural deformation prediction program of the containment pressure test running on the processor is executed can refer to the various embodiments of the structural deformation prediction method of the containment pressure test of the present invention, and will not be repeated here.

[0172] It should be noted that, in this article, the terms "include", "comprises" or any other variations thereof are intended to cover non-exclusive inclusion, so that a process, method, article or system including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or system. In the absence of further restrictions, an element defined by the sentence "comprises a ..." does not exclude the existence of other identical elements in the process, method, article or system including the element.

[0173] The serial numbers of the above embodiments of the present invention are only for description and do not represent the advantages or disadvantages of the embodiments.

[0174] Through the description of the above implementation methods, those skilled in the art can clearly understand that the above-mentioned embodiment methods can be implemented by means of software plus a necessary general hardware platform, and of course by hardware, but in many cases the former is a better implementation method. Based on such an understanding, the technical solution of the present invention is essentially or the part that contributes to the prior art can be embodied in the form of a software product, which is stored in a storage medium (such as ROM / RAM, magnetic disk, optical disk) as described above, and includes a number of instructions for a terminal device (which can be a mobile phone, computer, server, air conditioner, or network device, etc.) to execute the methods described in each embodiment of the present invention.

[0175] The above are only preferred embodiments of the present invention, and are not intended to limit the patent scope of the present invention. Any equivalent structure or equivalent process transformation made using the contents of the present invention specification and drawings, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present invention.

Claims

1. A method for predicting structural deformation of containment pressure test, It is characterized in that The structural deformation prediction method of the containment pressure test comprises the following steps: Acquiring structural parameters of the containment shell, and setting initial analysis parameters of the containment shell three-dimensional model according to the structural parameters; Acquiring prestress, and applying the prestress to the three-dimensional model of the containment shell, to obtain a calculated strain value and a measured strain value corresponding to the prestress; The initial analysis parameters are modified based on the calculated strain value and the measured strain value to obtain the predicted value of the structural deformation of the containment pressure test, specifically including: Performing a matching analysis on the calculated strain value and the measured strain value, and iteratively correcting the initial analysis parameters according to the matching analysis results to obtain corrected analysis parameters; Determining a revised containment three-dimensional model according to the revised analysis parameters; The structural deformation prediction value of the containment pressure test is calculated by using the modified containment three-dimensional model.

2. The method for predicting structural deformation of a containment pressure test according to claim 1, It is characterized in that The step of setting the initial analysis parameters of the containment three-dimensional model according to the structural parameters includes: Constructing corresponding concrete, prestressed steel strands and steel linings according to the structural parameters; A three-dimensional containment model is constructed by using the concrete, the prestressed steel strands and the steel lining.

3. The method for predicting structural deformation of a containment pressure test according to claim 1, It is characterized in that The step of setting the initial analysis parameters of the containment three-dimensional model according to the structural parameters comprises: Determining design standard parameters of the containment according to the structural parameters; Initial analysis parameters of the containment three-dimensional model are set according to the design standard parameters of the containment.

4. The method for predicting structural deformation of a containment pressure test according to claim 2, It is characterized in that The step of obtaining prestress comprises: The short-term prestress loss and the long-term prestress loss of the prestressed steel strands of the containment are calculated, and the prestress is determined by the short-term prestress loss and the long-term prestress loss.

5. The method for predicting structural deformation of a containment pressure test according to claim 2, It is characterized in that The step of applying prestress to the containment three-dimensional model to obtain a strain calculation value corresponding to the prestress comprises: Applying the prestress to the prestressed steel strands of the three-dimensional containment model; Calculating the concrete strain corresponding to the prestressing force, the concrete shrinkage strain during the prestressing steel tendon tensioning period, and the concrete creep strain during the prestressing steel tendon tensioning period; The strain calculation value corresponding to the prestress is determined by the concrete strain, the concrete shrinkage strain and the concrete creep strain.

6. The method for predicting structural deformation of a containment pressure test according to claim 2, It is characterized in that The step of applying prestress to the three-dimensional containment model to obtain a measured strain value corresponding to the prestress comprises: Applying the prestress to the prestressed steel strands of the three-dimensional containment model; The concrete strain and structural deformation during the tensioning of the prestressed steel strands are monitored to determine the actual measured strain value corresponding to the prestress.

7. A structural deformation prediction device for containment pressure test, It is characterized in that The structural deformation prediction device for the containment pressure test comprises: A setting module, used to obtain structural parameters of the containment shell and set initial analysis parameters of the three-dimensional model of the containment shell according to the structural parameters; A calculation module, used for obtaining prestress, applying the prestress to the three-dimensional model of the containment shell, and obtaining a calculated strain value and a measured strain value corresponding to the prestress; A correction module is used to correct the initial analysis parameters based on the strain calculation value and the strain measured value to obtain the structural deformation prediction value of the containment pressure test, and is also used to perform a matching analysis on the strain calculation value and the strain measured value, and iteratively correct the initial analysis parameters according to the matching analysis result to obtain the corrected analysis parameters; determine the corrected containment three-dimensional model according to the corrected analysis parameters; and calculate the structural deformation prediction value of the containment pressure test through the corrected containment three-dimensional model.

8. A device, the device being a structural deformation prediction device for a containment pressure test, It is characterized in that The structural deformation prediction device for the containment pressure test comprises: a memory, a processor, and a structural deformation prediction program for the containment pressure test stored in the memory and executable on the processor. When the structural deformation prediction program for the containment pressure test is executed by the processor, the steps of the structural deformation prediction method for the containment pressure test as described in any one of claims 1 to 6 are implemented.

9. A medium, the medium being a computer-readable storage medium, It is characterized in that The computer-readable storage medium stores a structural deformation prediction program for a containment pressure test, and when the structural deformation prediction program for the containment pressure test is executed by a processor, the steps of the structural deformation prediction method for a containment pressure test according to any one of claims 1 to 6 are implemented.

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