CN119397667B - A concrete cave wall design method, system and medium under the action of gradient temperature difference - Google Patents
A concrete cave wall design method, system and medium under the action of gradient temperature difference Download PDFInfo
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Abstract
The invention discloses a method, a system and a medium for designing a concrete tunnel wall under the action of gradient temperature difference; the method comprises the steps of constructing a first wind tunnel concrete wall model in finite element analysis software based on a first basic boundary condition, carrying out grid division on the first wind tunnel concrete wall model, applying gradient temperature difference loads to grids, solving first wall stress, superposing the first wall stress applied with the gradient temperature difference loads and the second wall stress applied with conventional loads to obtain design control stress, superposing the wall temperature differences of different areas into the design control stress, guaranteeing performance of a large-scale concrete wall structure in the gradient temperature difference environment, and simultaneously considering the non-uniformity of the distribution of the wall stress when reinforcement arrangement is carried out, and guaranteeing performance and safety of the large-scale concrete wall structure in the gradient temperature difference environment.
Description
Technical Field
The invention relates to the technical field of wind tunnel construction, in particular to a method, a system and a medium for designing a concrete tunnel wall under the action of gradient temperature difference.
Background
The influence of temperature action on structural design is related to the structural size and the range of the temperature action, the larger the structure is, the more complex the constraint is, the more obvious the temperature action effect is, and the research on the temperature action in China is concentrated on the structural response under the conditions of temperature change, solar radiation and fire disaster at present; in the traditional design, the temperature difference of components at different positions is considered, such as the temperature values of a concrete floor and an upper steel roof are different, but the same component at the same position can only have one temperature value, and for a large-scale wind tunnel, the temperature distribution has obvious difference, namely, the temperature difference of the cavity wall of different areas along the space temperature is smaller, but the temperature difference of the same space position in a small scale range along the thickness direction of the cavity wall is extremely large as shown in fig. 1, so that the traditional design method is difficult to accurately consider the safe, reliable and economic construction measures.
Disclosure of Invention
The invention aims to provide a concrete cavity wall design method, a system and a medium under the gradient temperature difference effect, and aims to improve the method on the basis of the traditional concrete cavity wall design technology, construct a first wind tunnel concrete cavity wall model in finite element analysis software based on a first basic boundary condition, divide the first wind tunnel concrete cavity wall model into grids, apply gradient temperature difference loads to each grid, solve the first cavity wall stress, and obtain design control stress by superposing the first cavity wall stress applied with the gradient temperature difference loads and the second cavity wall stress applied with the conventional loads, and ensure the performance and safety of a large-scale concrete cavity wall structure under the gradient environment.
The invention is realized by the following technical scheme:
the scheme provides a concrete tunnel wall design method under the gradient temperature difference effect, which comprises the following steps:
Setting a first basic boundary condition and a second basic boundary condition;
Constructing a first wind tunnel concrete tunnel wall model in finite element analysis software based on the first basic boundary condition, and constructing a second wind tunnel concrete tunnel wall model in structural design software based on the second basic boundary condition;
Grid division is carried out on the first wind tunnel concrete wall model, gradient temperature difference loads are applied to grids, and first wall stress is solved;
superposing the first hole wall stress and the second hole wall stress to obtain a design control stress;
And carrying out concrete hole wall reinforcement according to the design control stress.
The method comprises the steps of establishing a first wind tunnel concrete cavity wall model in finite element analysis software based on a first basic boundary condition, carrying out grid division on the first wind tunnel concrete cavity wall model, applying gradient load to grids, solving first cavity wall stress, superposing the first cavity wall stress applied with gradient load and the second cavity wall stress applied with conventional load to obtain design control stress, superposing the temperature stress generated by the cavity wall temperature difference in different regions into the design control stress, guaranteeing the performance of the large concrete cavity wall structure in a temperature difference environment, and simultaneously guaranteeing the uniformity of the cavity wall structure in the temperature difference environment.
The further optimization scheme is that the setting method of the first basic boundary condition comprises the following steps:
solving the basic rigidity of the concrete tunnel wall of the wind tunnel based on an M value method;
based on the foundation rigidity, the foundation short column parameters of the wind tunnel concrete wall are determined by combining an equivalent rigidity method, namely, a plurality of sections of lateral constraint-free cylinders are established at the bottom of the wind tunnel concrete wall and used for simulating the foundation rigidity, fixing constraint is carried out at the column bottoms of the lateral constraint-free cylinders, and the parameters of the lateral constraint-free cylinders are solved to serve as the foundation short column parameters.
The further optimization scheme is that the parameter solving method of the lateral constraint-free cylinder comprises the following steps:
Establishing a single pile model corresponding to a real project, setting the diameter of a single pile in the single pile model as d, and setting the total length of the single pile to be not more than 6d;
Equally dividing the single pile model into n sections of sub piles with the length of L, wherein n is more than or equal to 10, laterally applying bidirectional spring constraint to each section of sub pile, wherein the rigidity k of the bidirectional spring constraint takes the value of k=m×L×h, wherein m represents the proportionality coefficient of the foundation soil horizontal resistance coefficient, and h is the distance from the bidirectional spring to the top of the single pile;
Obtaining a single pile deformation coefficient delta of the single pile model under the unit force F, and calculating the diameter D of the lateral constraint-free cylinder according to the following formula:
F / (3EI /H3) = δ;
I = π * D4 / 64;
Wherein E represents elastic modulus, I represents section moment of inertia, and H represents length of the cylinder without lateral restraint.
The further optimization scheme is that the first wind tunnel concrete tunnel wall model is constructed in finite element analysis software based on the first basic boundary condition, and the method comprises the following steps:
Constructing a first wind tunnel concrete tunnel wall model based on ABAQUS software, wherein the first wind tunnel concrete tunnel wall model comprises a concrete tunnel body part, a steel structure net frame part, a roof steel beam part, a suspender part and a support part;
The concrete cavity part is constructed by a solid unit C3D8R model, the steel structure net rack part is constructed by a truss unit T3D2 model, and the roof steel beam part, the suspender part and the support part are constructed by a beam unit B31 model;
The method comprises the steps of constructing a concrete single-axis constitutive relation based on mender single-axis constitutive models, constructing a multi-axis constitutive model of steel based on classical plastic metal plastic models, and constructing the single-axis constitutive relation based on double-fold line models.
The further optimization scheme is that the first wind tunnel concrete tunnel wall model is constructed in finite element analysis software based on the first basic boundary condition, and the method further comprises the following steps:
The constraint condition of the support part is realized by the constraint of a lateral constraint-free cylinder, wherein the bottom of the lateral constraint-free cylinder is fixed constraint, and the top of the lateral constraint-free cylinder is connected with the hole wall;
the constraint condition of the roof steel girder part is realized by embedding and fixing constraint;
The constraint conditions of the support seat part and the concrete cavity part are all realized by the constraint of the MPC-beam, and meanwhile, the constraint conditions of the support seat part comprise that the outer support seat is just connected and the inner support seat is hinged.
The further optimization scheme is that the grid division is carried out on the first wind tunnel concrete tunnel wall model, and the method comprises the following steps:
carrying out non-uniform grid division on the first wind tunnel concrete tunnel wall model:
uniformly dividing the whole concrete hole body into N multiplied by N grids, wherein N is less than or equal to H/4;H and represents the thickness of the concrete hole body, and the side wall part and the top plate part of the concrete hole body are uniformly divided into M multiplied by M grids, wherein M is E (1N/4, 1N/2);
Dividing each rod piece of the steel structure net frame part into a grid;
the whole of the roof girder section, the boom section and the support section is uniformly divided into a grid of 2.5n×2.5N.
The further optimization scheme is that the gradient temperature difference load is applied to each grid, and the first hole wall stress is solved, and the method comprises the following steps:
dividing the first wind tunnel concrete tunnel wall model into a plurality of structural monomers according to the structural joints, wherein a structure between every two structural joints is used as a structural monomer;
screening out typical structure monomers, wherein the typical structure monomers are representative structure monomers screened out from a plurality of structure monomers of the same type;
Acquiring the temperature distribution of the concrete tunnel wall of the wind tunnel, correspondingly applying gradient temperature difference loads to grids of each typical structural monomer, and calculating the temperature stress of each typical structural monomer based on a static general solver and the thermodynamic parameters of materials;
and merging the temperature stress of all the structural monomers based on the temperature stress of each typical structural monomer to obtain the first hole wall stress.
According to a further optimized scheme, the concrete hole wall reinforcement according to the design control stress comprises the following steps:
The method comprises the steps of obtaining design control stress, considering the non-uniformity of stress distribution of the cavity wall, and carrying out concrete cavity wall reinforcement in an asymmetrically designed reinforcement form or an additional steel plate reinforcement form:
For the asymmetrically designed reinforcement form, if the temperature rise of the inside of the hole body of the concrete hole wall exceeds the temperature rise of the outside of the hole body to reach a preset first temperature threshold value, the number of the reinforcement outside the hole body is larger than that of the reinforcement inside the hole body;
And for the reinforcement mode of the additional steel plate, if the temperature rise of the inside of the cavity of the concrete cavity wall exceeds the temperature rise of the outside of the cavity to reach a preset second temperature threshold value, the steel plate is added to the outside of the cavity.
The scheme also provides a concrete cavity wall design system under the gradient temperature difference effect, which is used for realizing the concrete cavity wall design method under the gradient temperature difference effect, and comprises the following steps:
the configuration module is used for setting a first basic boundary condition and a second basic boundary condition;
The construction module is used for constructing a first wind tunnel concrete tunnel wall model in finite element analysis software based on the first basic boundary condition and constructing a second wind tunnel concrete tunnel wall model in structural design software based on the second basic boundary condition;
The system comprises a solving module, a first wind tunnel concrete wall model, a second wind tunnel concrete wall model, a first wind tunnel concrete wall model and a second wind tunnel concrete wall model, wherein the solving module is used for carrying out grid division on the first wind tunnel concrete wall model, applying gradient temperature difference loads to grids and solving the first wall stress;
The superposition module is used for superposing the first hole wall stress and the second hole wall stress to obtain design control stress;
and the adjusting module is used for carrying out reinforcement arrangement on the concrete hole wall according to the design control stress.
The present solution also provides a computer readable medium having stored thereon a computer program to be executed by a processor for implementing a method for designing a concrete cavity wall under the effect of a gradient temperature difference as described above.
Compared with the prior art, the invention has the following advantages and beneficial effects:
The method, the system and the medium for designing the concrete tunnel wall under the gradient temperature difference effect are provided, the method is improved on the basis of the traditional concrete tunnel wall design technology, a first wind tunnel concrete tunnel wall model is built in finite element analysis software based on a first basic boundary condition, the first wind tunnel concrete tunnel wall model is subjected to grid division, gradient temperature difference loads are applied to grids, first tunnel wall stress is solved, and design control stress is obtained by superposing the first tunnel wall stress applied with the gradient temperature difference loads and the second tunnel wall stress applied with conventional loads, so that the performance of the large-scale concrete tunnel wall structure under the gradient temperature difference environment is guaranteed.
According to the method, the system and the medium for designing the concrete hole wall under the gradient temperature difference effect, the non-uniformity of stress distribution of the hole wall is also considered when the reinforcement design is carried out, and according to the stress distribution characteristics of the hole wall, the asymmetric reinforcement design mode or the mode of adding steel plates outside the hole wall is adopted, so that the tensile resistance of the structure is pertinently enhanced by the reinforcement design, unnecessary reinforcement waste is avoided, and the performance and the safety of the large-scale concrete hole wall structure under the gradient temperature difference environment are ensured.
According to the method, the system and the medium for designing the concrete hole wall under the gradient temperature difference effect, when the first basic boundary condition is set, the basic rigidity is simulated by establishing the lateral constraint-free cylinder, the interaction between the basic short column and the hole wall structure is equivalently constructed in the modeling process, the actual stress condition of the large-scale concrete hole wall structure is reflected more truly, particularly, the internal stress of temperature stress, which is generated due to constraint, is simulated by using the lateral constraint-free cylinder, the internal force and stress distribution of the hole wall structure under the complex effects of temperature gradient and the like can be accurately analyzed, and a reliable basis is provided for structural design.
The method, the system and the medium for designing the concrete cavity wall under the gradient temperature difference effect, provided by the invention, can accurately calculate the temperature stress based on the static general solver and the thermodynamic parameters of the materials, can more accurately simulate the stress distribution condition of the cavity wall under the actual temperature effect, and provide more accurate basis for structural design.
Drawings
In order to more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the drawings that are needed in the examples will be briefly described below, it being understood that the following drawings only illustrate some examples of the present invention and therefore should not be considered as limiting the scope, and that other related drawings may be obtained from these drawings without inventive effort for a person skilled in the art. In the drawings:
FIG. 1 is a graph of a cavity wall temperature profile;
FIG. 2 is a schematic flow chart of a concrete cavity wall design method under the gradient temperature difference effect;
FIG. 3 is a schematic diagram of the design principle of a concrete cavity wall under the gradient temperature difference effect;
FIG. 4 is a schematic diagram of basic stub parameter determination;
FIG. 5 is a schematic diagram of a constructed first wind tunnel concrete tunnel wall model structure;
FIG. 6 is a schematic view of a cylinder structure without lateral constraint in a first wind tunnel concrete tunnel wall model;
FIG. 7 is a schematic cross-sectional view of a first wind tunnel concrete tunnel wall model;
FIG. 8 is an example 1 of an asymmetric design reinforcement pattern;
FIG. 9 is an example 2 of an asymmetric design reinforcement pattern;
Detailed Description
For the purpose of making apparent the objects, technical solutions and advantages of the present invention, the present invention will be further described in detail with reference to the following examples and the accompanying drawings, wherein the exemplary embodiments of the present invention and the descriptions thereof are for illustrating the present invention only and are not to be construed as limiting the present invention.
For a large-scale wind tunnel, the temperature distribution has obvious difference, namely the temperature difference of the tunnel wall in different areas along the space temperature is small, but the temperature difference change in the small-scale range along the thickness direction of the tunnel wall is extremely large at the same space position, so that the traditional design method is difficult to accurately consider and put forward safe, reliable and economical constructional measures.
Embodiment 1. This embodiment provides a method for designing a concrete cavity wall under the gradient temperature difference effect, as shown in fig. 2 and 3, including:
setting a first basic boundary condition and a second basic boundary condition, wherein in the first step, the setting method of the first basic boundary condition comprises the following steps:
s11, solving the basic rigidity of the concrete tunnel wall of the wind tunnel based on an M value method;
And S12, based on the foundation rigidity, determining foundation short column parameters of the wind tunnel concrete wall by combining an equivalent rigidity method, wherein a plurality of sections of lateral constraint-free cylinders are established at the bottom of the wind tunnel concrete wall for simulating the foundation rigidity, fixing constraints are carried out at the column bottoms of the lateral constraint-free cylinders, and the parameters of the lateral constraint-free cylinders are solved to serve as the foundation short column parameters.
When the parameters of the foundation short column are determined, the input of the foundation rigidity based on the equivalent rigidity method has important effect and remarkable effect, the traditional complete constraint boundary condition of the foundation base of the column cannot accurately reflect the actual situation for the large-scale concrete hole wall structure, the interaction between the foundation short column and the concrete hole wall structure can be more truly simulated through the equivalent rigidity method, and the first foundation boundary condition is more in accordance with engineering practice in consideration of the actual geological condition and the deformation characteristic of the foundation.
In step S12, the method for solving parameters of the lateral constraint-free cylinder includes:
s121, a single pile model corresponding to the real engineering is established, the diameter of a single pile in the single pile model is set to be d, and the total length of the single pile is not more than 6d;
s122, equally dividing the single pile model into n sections of sub piles with the length of L, wherein n is more than or equal to 10, laterally applying bidirectional spring constraint to each section of sub pile, wherein the rigidity k of the bidirectional spring constraint takes the value of k=m×L×h, wherein m represents the proportionality coefficient of the foundation soil horizontal resistance coefficient, and h is the distance from the bidirectional spring to the top of the single pile;
s123, obtaining a single pile deformation coefficient delta of the single pile model under the unit force F, and calculating the diameter D of the lateral constraint-free cylinder according to the following formula:
F / (3EI /H3) = δ;
I = π * D4 / 64;
wherein E represents the modulus of elasticity, I represents the moment of section inertia, and H represents the length of the known cylinder without lateral constraints.
According to the method, the single pile model is built and the reasonable pile length range is set, so that the single pile model can reflect the characteristics of an actual pile foundation in the progress range meeting engineering requirements, and excessively complex calculation caused by excessively long pile length is avoided. The method comprises the steps of dividing single piles at equal intervals, applying bidirectional spring constraint, considering the influence of geological conditions on pile foundations, determining spring stiffness through introducing a proportion coefficient m of a foundation soil horizontal resistance coefficient and a distance h from the bidirectional spring to the top of the single pile, enabling calculation to be more fit with actual geological conditions, calculating pile top deformation under unit force, back calculating the bending stiffness of a cylindrical section, combining elastic modulus and section moment of inertia, and finally solving the cylindrical diameter D by utilizing a formula.
As shown in fig. 4, in the embodiment, the foundation rigidity is simulated by establishing a cylinder without lateral constraint, the interaction between the foundation short column and the hole wall structure is equivalently constructed in the modeling process, the actual stress condition of the large-scale concrete hole wall structure is reflected more truly, especially, the internal stress generated by the constraint of temperature stress is simulated by using the cylinder without lateral constraint, the internal force and stress distribution of the hole wall structure under the complex actions of temperature gradient and the like can be accurately analyzed, and a reliable basis is provided for structural design.
The second basic boundary conditions mentioned above can be understood as basic boundary conditions which are established when the concrete cavity wall model is established by conventional methods.
Constructing a first wind tunnel concrete tunnel wall model in finite element analysis software based on a first basic boundary condition, and constructing a second wind tunnel concrete tunnel wall model in structural design software based on a second basic boundary condition;
In this step, the construction of a first wind tunnel concrete tunnel wall model in finite element analysis software based on a first basic boundary condition comprises the following steps:
Constructing a first wind tunnel concrete tunnel wall model based on ABAQUS software, wherein the first wind tunnel concrete tunnel wall model is shown in a figure 5, a lateral constraint-free cylindrical part in the first wind tunnel concrete tunnel wall model is shown in a figure 6, the first wind tunnel concrete tunnel wall model comprises a concrete tunnel body part, a steel structure grid part, a roof steel girder part, a boom part and a support part, the concrete tunnel body part is constructed by a solid unit C3D8R model, the solid unit C3D8R model can accurately simulate continuous three-dimensional mechanical behaviors of the concrete tunnel body part so as to consider stress and strain distribution of the concrete tunnel body part under various loads, the steel structure grid part is constructed by a truss unit T3D2 model, the truss unit T3D2 model can effectively simulate axial stress characteristics of a rod structure and accord with the characteristics that the grid structure mainly bears axial force, the roof steel girder part, the boom part and the support part are all constructed by a beam unit B31 model, and the beam unit B31 model can better reflect stress and deformation conditions of the support in different directions, such as axial force, transverse force, rotation and the like;
The method comprises the steps of constructing a concrete single-axis constitutive relation based on mender single-axis constitutive models, constructing a multi-axis constitutive model of steel based on classical plastic metal plastic models, and constructing the single-axis constitutive relation based on double-fold line models.
The constraint condition of the support seat part is realized by the constraint of a bidirectional spring applied to the single pile, the constraint condition of the roof steel beam part is realized by the embedding constraint, the constraint condition of the support seat part and the constraint condition of the concrete cavity part are realized by the constraint of an MPC-beam, and the MPC-beam constraint mode can accurately simulate the connection relation between the support seat and the cavity wall and ensure the coordination of force transmission and deformation.
And the constraint condition of the support part comprises that the outer support is just connected and the inner support is hinged.
Through the arrangement, the mechanical behavior of the whole structure under various load effects can be reflected more truly, an accurate model foundation is provided for structural analysis and design, and the safety and reliability of the structure are ensured.
In the scheme, a second wind tunnel concrete wall model is built in structural design software based on a second basic boundary condition, and mainly the wind tunnel concrete wall model is built in a traditional mode, namely the wind tunnel concrete wall model is built by using traditional structural design software MIDAS;
Step three, carrying out grid division on a first wind tunnel concrete wall model, applying gradient temperature difference loads to grids to solve the first wall stress, applying conventional loads to a second wind tunnel concrete wall model to solve the second wall stress, wherein in the step, the first wind tunnel concrete wall model is subjected to grid division, and the method comprises the following steps:
considering that the stress characteristics and the importance of different parts of the tunnel wall structure are different, carrying out non-uniform grid division on the first wind tunnel concrete tunnel wall model:
The side wall and the top plate of the concrete hole body are key analysis areas, gradient temperature difference change is large, and dividing grids can be properly encrypted, so that the side wall part and the top plate part are uniformly divided into M (1N/4,1N/2) grids M E (the grid size is 50-100 mm), N (N) (the grid size is 200 mm), N is less than or equal to H/4, H is the thickness of the concrete hole body, and the grid size is thicker for areas with smaller gradient temperature difference, and the grid is generally H/6~H/4 (the grid size is 100 mm);
Dividing each rod piece of the steel structure net frame part into a grid;
the whole of the top plate steel beam part, the suspender part and the support part is uniformly divided into grids of 2.5N multiplied by 2.5N, and the grid size is 500mm.
The method for solving the first hole wall stress by applying gradient temperature difference load to each grid comprises the following steps:
S31, a schematic cross section of a first wind tunnel concrete tunnel wall model is shown in FIG. 7, and the first wind tunnel concrete tunnel wall model is divided into a plurality of structural monomers according to structural joints, wherein a structure between every two structural joints is used as a structural monomer;
S32, screening out typical structural monomers, wherein the typical structural monomers are representative structural monomers screened out from a plurality of structural monomers of the same type, the fourth diffusion section-1, the fourth diffusion section-2, the fourth diffusion section-3, the fourth diffusion section-4 and the fourth diffusion section-5 belong to the structural monomers of the same type, the fourth diffusion section-3 is selected as the typical structural monomers, the third corner section, the large opening angle section and the fourth corner section belong to the structural monomers of the same type, the combination of the large opening angle section and the fourth corner section is selected as the typical structural monomers, the combination of the first corner section and the second diffusion section-1, the combination of the second diffusion section-2 and the second corner section belong to the structural monomers of the same type, the combination of the first corner section and the second diffusion section-1 is selected as the typical structural monomers, and the full anechoic chamber is selected as the typical structural monomers.
Because the temperature effect between the structural monomers of the same type and the typical structural monomers is close, the analysis results are also similar under the similar temperature effect, and therefore, only the typical structural monomers are needed to be used for detailed calculation.
S33, obtaining temperature distribution of the concrete tunnel wall of the wind tunnel, correspondingly applying gradient temperature difference loads to grids of each typical structural monomer, and calculating temperature stress of each typical structural monomer based on a static general solver and a material thermodynamic parameter;
In particular, in the ABAQUS software, gradient temperature difference loads are input by defining MAPPED FIELD (mapping field), the mapping field is a tool capable of accurately describing load distribution, a complex temperature load distribution mode can be input into a model through the mapping field, in order to more accurately realize gradient temperature difference application of different positions and different sizes of the cavity wall, a mode of combining local coordinates, geometric element subdivision and loading a predefined field is also needed, wherein the local coordinates are used for determining positions of points of different positions on the cavity wall in the model, the temperature load can be conveniently applied to specific positions of the cavity wall through defining proper local coordinates, the geometric element subdivision is used for further subdividing the geometric model of the cavity wall, the application condition of the temperature load on different units can be more finely controlled through dividing the cavity wall into smaller geometric units, the loading predefined field is used for loading the temperature load defined by the mapping field onto corresponding areas of the model, and the gradient application of different sizes of different positions of the cavity wall can be realized through combining the three modes, so that the temperature load distribution accords with the actual condition.
S34, merging the temperature stress of all the structural monomers based on the temperature stress of each typical structural monomer to obtain the first hole wall stress.
When the wind tunnel works, the air flow is quickly heated, so that a gradient temperature field with high inside and low outside is formed on the concrete structure on the inner wall, the temperature field can generate larger temperature stress on the structure, after the wind tunnel stops working, the air temperature in the tunnel gradually drops to the ambient temperature until the next working, the gradient temperature field is generated on the wall of the tunnel again, and the stress on the wall of the tunnel is released in the process of recovering the structure to the ambient temperature, so that the analysis focus of the alternating temperature field is the influence on the structure of the gradient temperature field generated during the working of the wind tunnel.
Therefore, in order to avoid the excessive temperature effect caused by the ultra-long structure, the wind tunnel body section is generally divided into a plurality of structural monomers through structural joints, when two structural monomers have similar structural arrangement, geometric dimensions and temperature effects, the response of components obtained by analyzing the structure is basically consistent, so that typical structural monomers are screened out from a plurality of structural monomers of the same type, the temperature stress of all the structural monomers is integrated based on the temperature stress of each typical structural monomer, when the temperature stress analysis is carried out, if each monomer is calculated independently, a great amount of time and cost are spent, and in order to improve the efficiency, the similar sections are integrated through the typical structural monomers, so that the efficiency is improved.
And in the third step, applying a conventional load to the second wind tunnel concrete wall model to solve the second wall stress, wherein the conventional load comprises constant load, live load, earthquake effect, long-term environment temperature effect and wind load, and the conventional load is applied to the constructed second wind tunnel concrete wall model in MIDAS software.
Superposing the first hole wall stress and the second hole wall stress to obtain a design control stress;
The temperature field data of 280MW fan input power and initial environment temperature of-3 ℃ are continuously operated for 10 minutes under all working conditions, the air flow temperature is not higher than 60 ℃ and is input into ABAQUS software to obtain the temperature of the top plate which is raised to 26 ℃ at the highest, the invasion depth is 63mm, the side wall is raised to 36 ℃ at the highest, the invasion depth is 170mm, the heat insulation layer which is separated from a main structure is usually arranged on the upper surface of a bottom plate, the bottom plate is not directly influenced by temperature effect caused by wind tunnel operation, the temperature effect is not exerted, the calculated first hole wall stress is overlapped with the second hole wall stress obtained by the traditional method, and the design control stress is obtained.
And fifthly, carrying out reinforcement arrangement on the concrete hole wall according to the design control stress.
The method specifically comprises the following steps:
The method comprises the steps of obtaining design control stress, considering the non-uniformity of stress distribution of the cavity wall, and carrying out concrete cavity wall reinforcement in an asymmetrically designed reinforcement form or an additional steel plate reinforcement form:
For the asymmetrically designed reinforcement forms, if the temperature rise of the inside of the hole body of the concrete hole wall exceeds the temperature rise of the outside of the hole body to reach a preset first temperature threshold value, the number of the reinforcements on the outside of the hole body is larger than that on the inside of the hole body as shown in fig. 8, otherwise, the number of the reinforcements on the outside of the hole body is smaller than or equal to that on the inside of the hole body as shown in fig. 9;
And for the reinforcement mode of the additional steel plate, if the temperature rise of the inside of the cavity of the concrete cavity wall exceeds the temperature rise of the outside of the cavity to reach a preset second temperature threshold value, the steel plate is added to the outside of the cavity.
According to design control stress, the concrete of the inner side is pressed and the concrete of the outer side is pulled, the whole member presents stress distribution characteristics completely different from the whole temperature rise, so that the horizontal side wall stress is divided into 4 reinforcement areas which are respectively a half rib wall spacing area on the left side and the right side of the side wall, a large face value and a stress concentration value in 3/4 of the middle area of the side wall and 1/3 of the middle area of the side wall, and according to the obtained horizontal side wall section stress cloud picture, a horizontal side wall reinforcement calculation table shown in table 1 is obtained:
table 1 side wall horizontal reinforcement calculation table
Combining the reinforcement result with the reinforcement result calculated by the traditional structural design software, the embodiment uses the section of the side wall B-B in the middle part of DT-3 to show that the concrete reinforcement method is as follows:
The reinforcement after the bearing capacity limit state, the middle vibration elasticity, the large vibration inflexibility, the bearing capacity limit state with the fatigue rigidity reduced, the normal use limit state and the fatigue design are considered in the traditional design is that the side wall horizontal reinforcement can be d14@200 (1) (outer wall) +d12@200 (1) (inner wall) +d14@200 (1) (inner wall), the vertical reinforcement is d14@200 (1) (outer wall) +d12@300 (1) (inner wall) +d14@200 (1) (inner wall), the d12@200 (1) (inner wall) is a structural reinforcement without calculation results, d14@200 (1) represents a reinforcement with a diameter of 14, each interval 200 is provided with one, d12@300 (1) represents a reinforcement with a diameter of 12, each interval 300 is provided with one, wherein the inner wall refers to the side of the cavity wall, which is in direct contact with the test air current, and the outer wall refers to the side of the cavity wall, which is in contact with the atmospheric environment.
The reinforcement of the additional reinforcement under the combined action of the gradient temperature difference of the air flow and the ambient temperature is d22@100, and the actual reinforcement area 3800 mm 2＞3333mm2 (the reinforcement area required by the calculation of the B-B section). And finally, the real reinforcing steel bars are d14@200+d22@100 on the outer side of the hole wall, d12@200 on the inner side of the hole wall and d14@200 on the inner side of the hole wall.
In sum, the reinforcement is adjusted according to the internal force combination result and the stress distribution characteristics of the cavity wall, and if the reinforcement is required to be in an asymmetrically designed reinforcement mode or in an additional steel plate mode, the reasonable allocation quantity of the external and internal reinforcement is determined, so that the combined internal force requirement can be met, and the economic and safety principles can be met. And then, combining the adjusted reinforcement scheme with the reinforcement scheme in the traditional structural design software to obtain a final reinforcement design result.
Embodiment 2 provides a system for designing a concrete hole wall under the gradient temperature difference effect, which is used for realizing the method for designing the concrete hole wall under the gradient temperature difference effect in embodiment 1, and comprises the following steps:
the configuration module is used for setting a first basic boundary condition and a second basic boundary condition;
The construction module is used for constructing a first wind tunnel concrete tunnel wall model in finite element analysis software based on the first basic boundary condition and constructing a second wind tunnel concrete tunnel wall model in structural design software based on the second basic boundary condition;
The system comprises a solving module, a first wind tunnel concrete wall model, a second wind tunnel concrete wall model, a first wind tunnel concrete wall model and a second wind tunnel concrete wall model, wherein the solving module is used for carrying out grid division on the first wind tunnel concrete wall model, applying gradient temperature difference loads to grids and solving the first wall stress;
The superposition module is used for superposing the first hole wall stress and the second hole wall stress to obtain design control stress;
and the adjusting module is used for carrying out reinforcement arrangement on the concrete hole wall according to the design control stress.
Embodiment 3 this embodiment provides a computer readable medium having stored thereon a computer program for execution by a processor to implement a method for designing a concrete cavity wall under the gradient temperature differential effect as described in embodiment 1, comprising the steps of:
Setting a first basic boundary condition and a second basic boundary condition;
constructing a first wind tunnel concrete tunnel wall model in finite element analysis software based on a first basic boundary condition, and constructing a second wind tunnel concrete tunnel wall model in structural design software based on a second basic boundary condition;
Step three, carrying out grid division on the first wind tunnel concrete wall model, applying gradient temperature difference loads to each grid to solve the first wall stress;
superposing the first hole wall stress and the second hole wall stress to obtain a design control stress;
and fifthly, carrying out reinforcement arrangement on the concrete hole wall according to the design control stress.
The foregoing description of the embodiments has been provided for the purpose of illustrating the general principles of the invention, and is not meant to limit the scope of the invention, but to limit the invention to the particular embodiments, and any modifications, equivalents, improvements, etc. that fall within the spirit and principles of the invention are intended to be included within the scope of the invention.
Claims (6)
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