Design and arrangement method for anti-crack constructional steel bars of basement exterior wall and formed constructional steel bars

Abstract

The invention relates to a basement exterior wall anti-crack constructional steel bar design and arrangement method and formed constructional steel bars, and belongs to the technical field of cast-in-place concrete.The method comprises the steps that structural parameters of a basement exterior wall to be poured are obtained; based on the structure parameters, determining the early cracking risk grade of the concrete through a predefined crack risk grade division rule; according to the structural size of the basement exterior wall to be poured and the concrete early-stage cracking risk grade, the distribution characteristics of concrete early-stage shrinkage stress are calculated; based on the comprehensive principal stress direction and the stress peak value position, generating an arrangement parameter table of the continuous bending steel bars; and according to the arrangement parameter table, a binding scheme of the composite steel reinforcement framework is generated. The method can effectively reduce the generation of early cracks, and guarantees the long-term stability and safety of a building structure.

Description

Technical Field

[0001] This application relates to the technical field of cast-in-place concrete, and particularly to a design and layout method for anti-cracking structural steel bars of basement exterior walls and formed structural steel bars. Background Art

[0002] As an important part of a building, the basement exterior wall is often affected by factors such as temperature changes, cement hydration heat, and autogenous shrinkage, and is prone to early cracks after concrete pouring. Early cracking not only affects the appearance of the building but also seriously affects the structural performance of the concrete, resulting in a decline in the durability of the concrete and even problems such as water seepage, increasing the maintenance and repair costs of the building. During the long-term use of the basement, if the early cracks in the concrete are not effectively controlled, they will further evolve into through cracks, leading to a decline in the strength and stability of the concrete structure, and even possibly affecting the bearing capacity and service function of the basement wall.

[0003] Currently, for the control of early cracking in basement exterior walls, common design methods mainly focus on improving the concrete strength and anti-cracking performance, but lack systematic and targeted design schemes. Especially in the early stage after concrete pouring, the cracks caused by the hydration heat and autogenous shrinkage of the concrete are often not effectively predicted and controlled. In the prior art, although there are studies on early cracks in concrete, most of them focus on material improvement, such as using admixtures and additives to reduce the hydration heat, or adopting a low water-binder ratio to reduce the autogenous shrinkage. However, these methods often have limitations that cannot be directly applied to structural design, lacking guidance on specific steel bar layout and reinforcement schemes, resulting in a high construction risk in the prevention and control of concrete cracks and unable to effectively reduce the generation of early cracks. Summary of the Invention

[0004] In order to effectively reduce the generation of early cracks, this application provides a design and layout method for anti-cracking structural steel bars of basement exterior walls and formed structural steel bars.

[0005] In a first aspect, this application provides a design and layout method for anti-cracking structural steel bars of basement exterior walls, adopting the following technical solutions: A design and layout method for anti-cracking structural steel bars of basement exterior walls, the method comprising: Obtaining the structural parameters of the basement exterior wall to be poured; wherein, the structural parameters include concrete grade, wall thickness, water-binder ratio, and cement dosage; Based on the structural parameters, determining the early cracking risk level of the concrete through a predefined cracking risk level division rule; Calculate the distribution characteristics of the early-age shrinkage stress of the concrete according to the structural dimensions of the basement exterior wall to be poured and the early-age cracking risk level of the concrete; wherein, the distribution characteristics include the comprehensive principal stress direction and the stress peak position of the temperature shrinkage stress and the autogenous shrinkage stress; Generate an arrangement parameter table of the continuously bent reinforcement based on the comprehensive principal stress direction and the stress peak position; Generate a binding plan of the composite reinforcement cage according to the arrangement parameter table; wherein, the binding plan includes the welding or binding positions of the continuously bent reinforcement with the longitudinally stressed reinforcement and the transversely stressed reinforcement.

[0006] By adopting the above technical solution, through accurate parameter input, risk assessment, stress analysis, and the formulation of the reinforcement design and binding plan, a comprehensive anti-cracking design method for the basement exterior wall is constructed. Through reasonable reinforcement arrangement and binding, the cracking problems caused by the autogenous shrinkage and temperature shrinkage of the concrete can be effectively resisted, especially in the stress concentration areas of the wall. This application can not only improve the forming quality and durability of the basement exterior wall, but also prevent potential crack problems during the construction stage, effectively reduce the generation of early cracks, and thus ensure the long-term stability and safety of the building structure.

[0007] Optionally, the steps of calculating the distribution characteristics of the early-age shrinkage stress of the concrete according to the structural dimensions of the basement exterior wall to be poured and the early-age cracking risk level of the concrete include: Collect the structural dimension data of the basement exterior wall to be poured; Based on a predefined shrinkage characteristic parameter table, match the corresponding autogenous shrinkage rate and temperature gradient according to the early-age cracking risk level of the concrete; Calculate the autogenous shrinkage equivalent temperature difference based on the predefined coefficient of thermal expansion of the concrete according to the autogenous shrinkage rate; Establish a three-dimensional finite element model based on the structural dimension data of the basement exterior wall to be poured; Superimpose the temperature gradient and the autogenous shrinkage equivalent temperature difference to generate a total temperature load; Apply the total temperature load in the three-dimensional finite element model and set the external constraint boundary conditions to obtain a completed three-dimensional finite element model; Based on the predefined elastic modulus and Poisson's ratio of the concrete, perform thermo-mechanical coupling analysis through the completed three-dimensional finite element model, calculate the principal stress distribution, and obtain the principal stress value and principal stress direction data of each element; Screen the areas where the principal stress value is greater than a preset threshold, and extract the coordinate positions and the corresponding principal stress direction angles of the areas to obtain the comprehensive principal stress direction and the stress peak position.

[0008] By adopting the above technical solutions, accurately collecting structural dimensions, material parameters, and risk levels, and combining finite element analysis, it is possible to comprehensively simulate the early cracking process of concrete and predict crack risks through the analysis of the stress field. This process not only improves the accuracy of stress analysis but also provides targeted guidance for steel bar design, thereby effectively reducing concrete cracks and enhancing the stability and durability of building structures. Ultimately, this method can predict potential problems and take preventive measures before the construction stage to ensure the long-term safety of the basement exterior wall.

[0009] Optionally, based on the predefined coefficient of thermal expansion of concrete, the calculation formula for calculating the equivalent temperature difference of autogenous shrinkage according to the autogenous shrinkage rate is: ΔT eq =ε sh / α; where α is the coefficient of thermal expansion of concrete, and the default value is 1×10 -5 ℃ -1 , ε sh is the autogenous shrinkage rate.

[0010] Optionally, setting the external constraint boundary conditions of the three-dimensional finite element model includes: configuring the bottom boundary as a fixed displacement constraint and the side boundaries as horizontal displacement limit constraints.

[0011] By adopting the above technical solutions, the setting of boundary conditions can accurately reflect the stress and deformation behavior of the structure under actual conditions, avoiding inaccurate calculation results caused by excessive degrees of freedom or improper constraints in the model. Through reasonable boundary constraints, the finite element model can better simulate the interaction between the concrete wall and the foundation and adjacent walls, providing a reliable basis for subsequent stress analysis, crack prediction, and steel bar layout scheme.

[0012] Optionally, the steps for generating the layout parameter table of continuously bent steel bars based on the comprehensive principal stress direction and the stress peak position include: Determine the laying direction and bending direction of the continuously bent steel bars according to the comprehensive principal stress direction; According to the stress peak position, divide the basement exterior wall to be poured into stress regions, and match the corresponding bending spacing according to different stress regions; the stress regions include the peak region, the sub-peak region, and the non-peak region; Match the steel bar diameter according to the principal stress value corresponding to the stress peak position according to the preset rules; Generate the layout parameter table of continuously bent steel bars according to the laying direction, bending direction, bending spacing, and steel bar diameter.

[0013] By adopting the above technical solution, based on the comprehensive principal stress direction and the stress peak position, combined with specific area division, steel bar diameter matching and bending direction adjustment, a detailed steel bar layout plan is provided for the design of the basement exterior wall. Through the optimization of the steel bar layout spacing, diameter and direction, not only can the probability of crack occurrence be effectively reduced, but also the amount of steel bars used can be reduced, achieving the dual effects of improving the crack resistance performance and reducing the construction cost.

[0014] Optionally, the steps of generating the binding plan of the composite steel bar skeleton according to the layout parameter table include: Obtain the coordinate distribution data of the longitudinal stressed steel bars and the transverse stressed steel bars; According to the early concrete cracking risk level and the layout parameter table of the continuously bent steel bars, divide the risk areas of the basement exterior wall to be poured; Match the predefined binding rules according to the divided risk areas; Calculate the intersection coordinates of the continuously bent steel bars with the longitudinal stressed steel bars and the transverse stressed steel bars respectively; Generate a binding plan based on the intersection coordinates and the binding rules; the binding plan includes binding positions, binding methods, binding parameters and priority identifiers.

[0015] By adopting the above technical solution, the layout parameters, risk levels and construction data of the steel bars are accurately collected, the wall risk areas are reasonably divided, the binding rules are optimized, and an accurate binding plan is generated in combination with the intersection coordinates. This plan can adjust the steel bar binding method according to different risk areas to ensure that the high-risk areas are specially reinforced, while improving the construction efficiency and accuracy.

[0016] In a second aspect, the present application provides a formed structural steel bar, adopting the following technical solution: A formed structural steel bar is arranged based on the design and layout method of a crack-resistant structural steel bar for a basement exterior wall described in the first aspect. The formed structural steel bar includes a continuously bent steel bar main body. The bending direction of the continuously bent steel bar main body is parallel to the inner and outer walls of the basement exterior wall to be poured, and the layout direction is consistent with the comprehensive principal stress direction. The spacing of the continuously bent steel bar main body is adjusted according to the area divided by the stress peak position, the diameter of the continuously bent steel bar main body is adjusted according to the principal stress value corresponding to the stress peak position, and the continuously bent steel bar main body is fixed to the longitudinal stressed steel bars and the transverse stressed steel bars at the intersection points by welding or binding.

[0017] By adopting the above technical solutions, the formed bent structural steel bars are scientifically and reasonably designed and arranged, ensuring the strength and stability of the concrete wall during the stress process. By optimizing the arrangement direction, spacing and diameter of the steel bars, the steel bars can provide the maximum efficiency where they are most needed, effectively resisting the concrete shrinkage stress and temperature stress. This not only improves the crack resistance of the structure, prevents the formation of cracks, but also optimizes the use efficiency of the steel bars, reducing the construction cost and difficulty.

[0018] Optionally, the material of the continuous bent steel bar body is hot-rolled ribbed steel bar.

[0019] Optionally, the bent shape of the continuous bent steel bar body includes a straight shape, a wavy shape or a serrated shape.

[0020] In a third aspect, the present application provides a computer-readable storage medium, adopting the following technical solution: A computer-readable storage medium stores a computer program that can be loaded and executed by a processor and is the same as any method in the first aspect.

[0021] In summary, the present application includes at least one of the following beneficial technical effects: By establishing a qualitative relationship between the early self-shrinkage and temperature shrinkage of concrete and the concrete grade and the thickness of the long wall, the present application proposes a simple and easy-to-understand method for evaluating the early cracking risk of concrete, which can preliminarily determine the cracking risk more accurately. At the same time, the formed bent steel bars designed in the present application can be mass-produced, reducing the manufacturing cost. By arranging the bent steel bars inside the concrete wall and making the bending direction consistent with the principal stress direction of the early shrinkage stress of the concrete, the tensile strength of the stress weak area is effectively enhanced, and the initiation and extension of cracks are alleviated, thereby better controlling the occurrence of early cracks in concrete. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] Figure 1 is the first flow chart of the design and layout method of the anti-cracking structural steel bars for the basement exterior wall in one embodiment of the present application.

[0023] Figure 2 is the schematic diagram of the early cracking risk level classification rule of concrete in one embodiment of the present application.

[0024] Figure 3 is the second flow chart of the design and layout method of the anti-cracking structural steel bars for the basement exterior wall in one embodiment of the present application.

[0025] Figure 4 is the third flow chart of the design and layout method of the anti-cracking structural steel bars for the basement exterior wall in one embodiment of the present application.

[0026] Figure 5It is a schematic diagram of the fourth process of the design and layout method of the anti-cracking structural steel bars for the basement exterior wall in one embodiment of the present application.

[0027] Figure 6 It is a schematic diagram of the structure of the formed structural steel bars in one embodiment of the present application.

[0028] Figure 7 It is a schematic diagram of the first layout method of the formed structural steel bars in one embodiment of the present application.

[0029] Figure 8 It is a schematic diagram of the second layout method of the formed structural steel bars in one embodiment of the present application.

[0030] Figure 9 It is a schematic diagram of the third layout method of the formed structural steel bars in one embodiment of the present application.

[0031] Explanation of reference numerals: 1, horizontal stressed steel bars; 2, vertical stressed steel bars; 3, stirrups for stressed steel bars; 4, main body of continuously bent steel bars; 5, bent steel bar connectors; 6, cast-in-place concrete exterior wall. Detailed implementation manners

[0032] In order to make the objectives, technical solutions and advantages of the present application clearer and more understandable, the following further describes the present application Figures 1-9 in conjunction with the attached drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present application and are not used to limit the present application.

[0033] One embodiment of the present application discloses a design and layout method for anti-cracking structural steel bars of a basement exterior wall.

[0034] Referring to Figure 1 , the design and layout method for anti-cracking structural steel bars of a basement exterior wall specifically includes: Step S101, obtaining the structural parameters of the basement exterior wall to be poured; Among them, the structural parameters include concrete grade, wall thickness, water-binder ratio and cement dosage; Specifically, when designing the structural reinforcement of the basement exterior wall, it is necessary to obtain the basic structural parameters of the concrete wall to be poured. This process includes key parameters such as concrete grade, wall thickness, water-binder ratio, and cement dosage. The concrete grade represents the compressive strength grade of the concrete, usually expressed as C30, C35, etc.; the wall thickness directly affects the shrinkage behavior and temperature gradient of the concrete. The thicker the wall, the greater the temperature difference, and the greater the concrete shrinkage stress; the water-binder ratio refers to the ratio of water to cement. A low water-binder ratio means a high proportion of cement quality, and the strength and durability of the concrete are stronger. However, correspondingly, the cement shrinkage is also more significant, thus affecting the probability of crack formation; the cement dosage is directly related to the hydration heat and autogenous shrinkage of the concrete. The greater the cement dosage, the higher the hydration heat of the concrete, and the stronger the temperature shrinkage, which may lead to a higher risk of early cracks.

[0035] It can be understood that by obtaining these parameters, it can provide a necessary numerical basis for subsequent risk assessment and steel bar design, ensuring the accuracy of subsequent calculations and analyses. For example, if the water-binder ratio is very low and the concrete grade is high, the shrinkage rate of the concrete is high, which may lead to more early cracking phenomena during the pouring process. Therefore, only after accurately obtaining these structural parameters can the next step of risk analysis be carried out.

[0036] Step S102, based on the structural parameters, determine the early cracking risk grade of the concrete through a predefined crack risk grade classification rule; Among them, the risk grade determination is an important step in classifying the cracking risk by analyzing the input concrete parameters. In this process, first, based on the concrete grade, wall thickness, and water-binder ratio, the crack risk is divided into grades I to IV using predefined rules. These rules are empirical rules formed based on a large amount of actual engineering data and research results. The classification criteria for risk grades not only consider the physical properties of the concrete but also incorporate the influence of the wall thickness and cement dosage.

[0037] Exemplarily, when the wall thickness is 300mm, if the concrete grade is low and the water-binder ratio is large, the cracking risk is low and may be classified as a grade I risk. For the case of a higher concrete grade and a lower water-binder ratio, the shrinkage stress will increase significantly, and the cracking risk will also be greater, possibly classified as grade III or IV. Different risk grades will have a direct impact on subsequent steel bar design, layout, and tying schemes. For example, if the cracking risk is grade IV, it means that the concrete is extremely prone to cracks during construction. At this time, a particularly strengthened steel bar layout scheme needs to be adopted, such as adding more continuous bent steel bars at specific positions to improve the crack resistance ability.

[0038] Refer to Figure 2As shown in the figure, according to the thickness of the wall to be poured and the concrete grade, the risk level of early cracking of concrete is preliminarily determined. The cracking risk is divided into four levels, namely, level I (small cracking risk), level II (small cracking risk), level III (large cracking risk), and level IV (large cracking risk). Figure 2 The auxiliary dotted line in the figure can be used as a critical judgment on whether concrete will crack when conventional construction technology is adopted. Figure 2 On the one hand, it is based on the correlation between early shrinkage of concrete (autogenous shrinkage and temperature shrinkage) and cement dosage and water-cement ratio, and on the other hand, it is based on the statistical results of basement cracking in projects under construction in the region. In actual use, finite element analysis software can be used to convert autogenous shrinkage through shrinkage equivalent temperature, and through parametric analysis of hydration heat temperature stress, the cracking risk of the two parameters of wall thickness and concrete grade can be calculated, and the cracking risk of the two parameters of wall thickness and concrete grade can be calculated. Figure 2 The early cracking risk level is modified.

[0039] Step S103, calculating the distribution characteristics of early shrinkage stress of concrete according to the structural dimensions of the basement exterior wall to be poured and the risk level of early cracking of concrete; wherein the distribution characteristics include the direction of the comprehensive principal stress and the peak position of stress of the temperature shrinkage stress and the autogenous shrinkage stress; Specifically, the cracking of concrete structures is usually caused by internal stress exceeding the tensile strength of concrete. In order to accurately predict the location and extent of cracking, stress calculation and analysis are required. In this process, the autogenous shrinkage and temperature shrinkage of concrete will produce an uneven stress field. Especially in the case of large temperature changes, the stress generated by the temperature gradient is extremely significant. Temperature shrinkage refers to the shrinkage of concrete caused by temperature changes due to hydration heat, and the stress distribution is uneven, while autogenous shrinkage is the volume shrinkage caused by water evaporation during the cement hardening process.

[0040] In this step, the autogenous shrinkage of concrete needs to be converted into an equivalent temperature, called the shrinkage equivalent temperature, which is used to simulate the shrinkage effect caused by the temperature gradient. Then, these stress data are input into the stress calculation model to calculate the main stress direction and stress peak position in the wall. These peak positions are where cracks are most likely to occur. Therefore, through stress analysis, the stress concentration points inside the concrete can be predicted, providing a basis for the subsequent reinforcement arrangement.

[0041] For example, if the stress peak occurs in the middle of the wall, the reinforcement configuration at this location should be strengthened during design so that the stress can be effectively dispersed to prevent cracks from occurring under the action of the stress peak caused by temperature or shrinkage.

[0042] Step S104, generating a layout parameter table of continuously bent steel bars based on the comprehensive principal stress direction and the stress peak position; Specifically, based on the stress analysis results, it is necessary to determine the arrangement of steel bars according to the direction of the comprehensive principal stress and the position of the stress peak, specifically including the spacing of the bent steel bars, the diameter of the steel bars, and the direction of bending. The bending direction of the bent steel bars needs to be parallel to the inner and outer walls, and its layout direction should be consistent with the direction of the comprehensive principal stress. The design of the steel bar spacing usually depends on the stress analysis results. If the spacing is too large, it will lead to excessive stress concentration and easily cause cracks; if it is too small, it may result in overly dense steel bars, affecting the construction efficiency and cost.

[0043] For example, if the stress peak appears at the midpoint of the wall length, a relatively dense steel bar arrangement needs to be designed here. If the stress is relatively uniform, bent steel bars may be set at the quarter or eighth point. The designed steel bar spacing is usually 200 mm to ensure that the bending of the steel bars does not cause excessive stress concentration. At the same time, the diameter of the steel bars should be greater than or equal to 6 mm to ensure sufficient tensile strength.

[0044] It can be understood that through this design, the arrangement of the steel bars will perfectly fit the stress field of the concrete, strengthening the inhibitory effect of the concrete on cracks during the stress process, effectively reducing the risk of cracks, and enhancing the overall stability of the concrete structure.

[0045] Step S105, generate a binding plan for the composite steel bar skeleton according to the arrangement parameter table; Among them, the binding plan includes the welding or binding positions of the continuously bent steel bars, the longitudinally stressed steel bars, and the transversely stressed steel bars.

[0046] Specifically, according to the steel bar arrangement parameter table, determine the binding method of the steel bars, including the welding or binding positions between the steel bars. This step is very crucial because only by ensuring the correct binding of the steel bars can the effectiveness of the steel bars and the accuracy of their positions be guaranteed during the concrete pouring. If the positions of the steel bars shift, it may lead to uneven stress distribution, unable to effectively play the anti-crack role of the steel bars, and may even exacerbate the generation of cracks.

[0047] For example, in high-risk areas, the binding of the steel bars may require more dense welding points to ensure its stability, while in low-risk areas, a relatively simple binding method can be adopted. The binding plan of the steel bars will be adjusted according to different wall sizes, risk levels, and construction conditions to ensure that the steel bars are always in the predetermined position during the construction process. Through a detailed binding plan, it is ensured that the steel bars will not be displaced or loosened during the concrete pouring process, guaranteeing the effect of the steel bars and ultimately ensuring the safety and anti-crack ability of the structure.

[0048] In the above embodiments, through precise parameter input, risk assessment, stress analysis, and the formulation of steel bar design and binding plans, a comprehensive anti-cracking design method for the basement exterior wall is constructed. Through reasonable steel bar arrangement and binding, the cracking problems caused by concrete autogenous shrinkage and temperature shrinkage can be effectively resisted, especially in the stress concentration areas of the wall. This application can not only improve the forming quality and durability of the basement exterior wall, but also prevent potential crack problems during the construction stage, thus ensuring the long-term stability and safety of the building structure.

[0049] Referring to Figure 3 , as an embodiment of step S103, the steps of calculating the distribution characteristics of the early-age shrinkage stress of concrete according to the structural dimensions of the basement exterior wall to be poured and the early-age cracking risk level of the concrete include: Step S201, collecting the structural dimension data of the basement exterior wall to be poured; Among them, by collecting the dimension parameters of the basement exterior wall (such as wall length, thickness, and height), it serves as the basis for subsequent calculations and analyses. The structural dimension data is the key to analyzing the distribution characteristics of concrete shrinkage stress and provides the necessary geometric data for modeling. These parameters directly affect design schemes such as the temperature field, stress field, and steel bar arrangement. Exemplarily, assume that the length of the wall to be poured is 50 meters, the thickness is 0.3 meters, and the height is 4 meters. These data will be used to establish a model to help analyze the stress distribution after concrete pouring.

[0050] Step S202, based on a predefined shrinkage characteristic parameter table, matching the corresponding autogenous shrinkage rate and temperature gradient according to the early-age cracking risk level of the concrete; Among them, the shrinkage characteristic parameter table contains the ranges of autogenous shrinkage rate (εsh) and temperature gradient (ΔT) corresponding to different risk levels. According to the known early-age cracking risk level of the concrete (such as levels I-IV), select the corresponding autogenous shrinkage rate (ε sh ) and temperature gradient (ΔT) values. The risk level classification considers the material properties and construction conditions of the concrete. This step ensures that the input data in the stress analysis matches the actual risk and enhances the accuracy of the calculation.

[0051] Exemplarily, assume that the risk level is level III. According to the predefined table, the autogenous shrinkage rate corresponding to level III is 300×10⁻ 6 , and the temperature gradient is 23°C. These parameters are used to calculate the early-age cracking risk of the concrete and its stress distribution.

[0052] Step S203, based on a predefined coefficient of thermal expansion of concrete, calculating the autogenous shrinkage equivalent temperature difference according to the autogenous shrinkage rate; Among them, converting the autogenous shrinkage rate into an equivalent temperature difference is to unify the stress effect caused by autogenous shrinkage with the effect of temperature gradient, so that the behavior of concrete can be simulated using the same temperature field. This conversion depends on the thermal expansion coefficient of concrete. Exemplarily, if the autogenous shrinkage rate is 300×10⁻ 6 , and the thermal expansion coefficient is 1×10⁻ 5 °C⁻¹, then the autogenous shrinkage equivalent temperature difference is 30°C, which means that the influence of autogenous shrinkage on concrete is equivalent to a temperature change of 30°C.

[0053] Specifically, based on the predefined thermal expansion coefficient of concrete, the calculation formula for calculating the autogenous shrinkage equivalent temperature difference according to the autogenous shrinkage rate is: ΔT eq =ε sh / α; where α is the thermal expansion coefficient of concrete, and the default value is 1×10 -5 ℃ -1 , and ε sh is the autogenous shrinkage rate.

[0054] It can be understood that by converting the autogenous shrinkage rate into an equivalent temperature difference, it can be considered together with the temperature shrinkage effect, so as to provide a unified input condition for thermo-mechanical coupling analysis and improve the accuracy and practicability of the model.

[0055] Step S204, establish a three-dimensional finite element model based on the structural dimension data of the basement exterior wall to be poured; Among them, using the collected structural dimension data to establish a three-dimensional finite element model of the basement exterior wall, this model can reflect the geometric shape and mechanical properties of the wall, and provide a platform for subsequent temperature load application and stress calculation. Exemplarily, according to the wall data with a length of 50 meters, a thickness of 0.3 meters, and a height of 4 meters, a three-dimensional finite element model is established, where each node and element of the wall will serve as the basis for finite element analysis. By establishing an accurate three-dimensional model, the mechanical state of the wall can be better simulated, providing a real physical space for temperature load and stress analysis.

[0056] Step S205, superimpose the temperature gradient and the autogenous shrinkage equivalent temperature difference to generate the total temperature load; Among them, under the combined action of the temperature gradient and the equivalent autogenous shrinkage temperature difference, a total temperature load is formed, which affects the deformation and stress distribution of concrete. By superimposing the two, the stress state of concrete under temperature changes can be more comprehensively reflected. Exemplarily, if the temperature gradient is 23°C and the equivalent autogenous shrinkage temperature difference is 30°C, the total temperature load is 53°C, and this total load will be applied in the finite element model to simulate the deformation and stress caused by temperature. By superimposing the two temperature effects, the comprehensiveness of the temperature load is ensured, and the actual stress state of concrete can be simulated more accurately, providing more reliable data for subsequent analysis.

[0057] Step S206: Apply the total temperature load in the three-dimensional finite element model and set the external constraint boundary conditions to obtain the completed three-dimensional finite element model. Among them, the total temperature load is applied in the three-dimensional finite element model, and the external constraint boundary conditions (such as fixed displacement at the bottom and lateral horizontal displacement limitation) are set to simulate the stress and constraint conditions after concrete pouring. The boundary conditions ensure that the model can reflect the physical constraints that may be encountered in actual construction.

[0058] Exemplarily, fixed displacement is set at the bottom of the three-dimensional model to simulate the connection between the concrete and the base plate; horizontal displacement limitation is applied on the sides to simulate the constraint effect between the walls. By setting the boundary conditions, it is ensured that the calculation of the model can conform to the actual construction situation, and the stress distribution caused by the temperature load can truly reflect the stress state of the wall.

[0059] Step S207: Based on the predefined elastic modulus and Poisson's ratio of concrete, perform thermo-mechanical coupling analysis through the completed three-dimensional finite element model, calculate the principal stress distribution, and obtain the principal stress values and principal stress direction data of each element. Among them, through thermo-mechanical coupling analysis, the stress distribution caused by the temperature load is calculated using parameters such as the elastic modulus and Poisson's ratio of concrete, and the principal stress value and direction of each element are obtained. The principal stress direction data is very important for predicting the location and direction of crack occurrence. Exemplarily, by solving equations, the stress distribution of each element is calculated, and the principal stress value and its direction are determined. For example, the principal stress value of a certain element is 2.8 MPa and the direction angle is 75°. Thermo-mechanical coupling analysis can accurately calculate the stress field, extract the key principal stress direction and strength data, providing important basis for subsequent crack prediction and steel bar arrangement.

[0060] Step S208: Screen the areas where the principal stress values are greater than the preset threshold, and extract the coordinate positions of the areas and the corresponding principal stress direction angles to obtain the comprehensive principal stress direction and the stress peak position.

[0061] Among them, by screening the areas where the principal stress value exceeds the preset threshold, the most likely locations for cracks are located, and then the coordinate positions and principal stress directions of these areas are extracted to help designers determine the reinforcement layout in crack-prone areas. For example, assuming that the principal stress value in the middle of the wall reaches 2.8MPa and the direction angle is 75°, based on these data, the designer can choose to increase the reinforcement layout at this location to avoid cracks. By accurately screening and extracting the peak stress position and principal stress direction, the area where cracks occur can be effectively predicted, thereby guiding the reinforcement layout and improving the structure's crack resistance.

[0062] In the above implementation, the structural dimensions, material parameters and risk levels are accurately collected, and combined with finite element analysis, the early cracking process of concrete can be fully simulated, and the crack risk can be predicted through the analysis of the stress field. This process not only improves the accuracy of stress analysis, but also provides targeted guidance for steel bar design, thereby effectively reducing concrete cracks and improving the stability and durability of building structures. Ultimately, this method can predict potential problems and take preventive measures before the construction stage, ensuring the long-term safety of the basement exterior wall.

[0063] As an implementation of the three-dimensional finite element model, setting the external constraint boundary conditions of the three-dimensional finite element model includes: configuring the bottom boundary as a fixed displacement constraint, and configuring the side boundary as a horizontal displacement limit constraint.

[0064] In one of the embodiments of the present application, the external constraint boundary conditions of the three-dimensional finite element model are set to ensure the physical authenticity of the simulation results. The fixed displacement constraint of the bottom boundary is used to simulate the fixed connection between the structure and the foundation, prevent the free displacement of the bottom, and ensure that the interaction between the wall and the foundation is truly reflected in the analysis. The horizontal displacement limit constraint of the side boundary simulates the constraint between the wall and the adjacent structure to avoid non-physical free deformation of the wall in the horizontal direction, thereby ensuring the rationality of the stress analysis results.

[0065] In the above implementation, the setting of boundary conditions can accurately reflect the stress and deformation behavior of the structure under actual conditions, avoiding inaccurate calculation results caused by excessive freedom of the model or improper constraints. Through reasonable boundary constraints, the finite element model can better simulate the interaction between the concrete wall and the foundation and adjacent walls, providing a reliable basis for subsequent stress analysis, crack prediction and reinforcement arrangement plan.

[0066] Reference Figure 4 As an implementation of step S104, the step of generating a layout parameter table of continuously bent steel bars based on the comprehensive principal stress direction and the stress peak position includes: Step S301, determining the layout direction and bending direction of the continuously bent steel bars according to the direction of the comprehensive principal stress; Specifically, collect the data of the comprehensive principal stress direction of the basement exterior wall. These data are used to calculate the principal stress angle (θ). According to the direction of the principal stress, determine the layout direction of the bent reinforcement. If the principal stress direction is close to vertical (θ≈90°), then choose to arrange the reinforcement longitudinally; if the principal stress direction is inclined, adjust the layout direction of the reinforcement according to the principal stress direction angle θ to make it consistent with the principal stress direction. At the same time, generate the bent direction parameter according to the predefined rule to ensure that the bent direction is parallel to the inner and outer walls, and generate the bent type (such as straight type, wavy type, serrated type).

[0067] Exemplarily, assume that the angle of the principal stress direction is 75°. According to the rule, adjust the layout direction of the reinforcement to be consistent with the principal stress direction, and the layout angle of the reinforcement is 75°. By accurately matching the layout direction of the reinforcement with the principal stress direction, the rationality of the reinforcement layout is improved, ensuring that the reinforcement can effectively resist the occurrence of cracks during the stress process, especially in the stress concentration area.

[0068] Step S302: Divide the basement exterior wall to be poured into stress areas according to the stress peak position, and match the corresponding bent spacing according to different stress areas; Among them, the stress areas include the peak area, the sub-peak area and the non-peak area; Specifically, according to the stress peak position (such as 1 / 2, 1 / 4, 1 / 8 of the wall length L), divide the wall into different stress areas. According to the stress characteristics of each area, set different bent spacings of the reinforcement: the reinforcement spacing in the peak area is the smallest (≤200mm), the sub-peak area is the second (≤300mm), and the non-peak area has a larger spacing (≥400mm). This division helps to optimize the reinforcement configuration, making the reinforcement densely arranged in the high-stress area and reducing the number of reinforcements in the low-stress area, thereby reducing costs and construction complexity.

[0069] Exemplarily, assume that the stress peak position is at 1 / 2 of the wall length, then the layout spacing of the reinforcement at this position is 200mm; if the sub-peak is at L / 4, the reinforcement spacing is set to 300mm, and a spacing of 400mm may be used in the non-peak area.

[0070] Step S303: Match the reinforcement diameter according to the principal stress value corresponding to the stress peak position according to the preset rule; Specifically, the principal stress value at the peak stress position is calculated, and the diameter of the steel bars is selected according to a preset rule. For a relatively high principal stress value (such as ≥ 2.5 MPa), a larger diameter steel bar (such as 8 mm) is selected; for a moderate principal stress (such as 1.5 - 2.5 MPa), a steel bar with a diameter ≥ 6 mm is used; for a relatively low principal stress value (such as < 1.5 MPa), a smaller diameter steel bar (such as 4 mm) is selected. This matching method ensures that larger steel bars are arranged at positions with greater stress to improve the crack resistance ability, while smaller diameter steel bars can be used in places with smaller stress to reduce the construction cost.

[0071] Exemplarily, if the peak stress is 2.8 MPa, the diameter of the steel bar is selected as 8 mm according to the rule; if the stress is 1.2 MPa, the diameter of the steel bar is selected as 4 mm.

[0072] Step S304: Generate an arrangement parameter table for the continuously bent steel bars according to the laying direction, bending direction, bending spacing, and steel bar diameter.

[0073] Among them, the arrangement parameter table includes the bending direction of the steel bars, bending shapes (such as wavy or serrated), laying angles (such as 75°), the spacing and diameter of the steel bars, and the laying position coordinates (such as L / 2, L / 4, etc.). These data provide detailed guidance for the production, processing, and construction of steel bars, ensuring the accurate arrangement of steel bars during the construction process.

[0074] For example, for the position at L / 2 of the peak stress, the laying angle of the bent steel bar is 75°, the diameter of the steel bar is 8 mm, and the spacing is 200 mm. Integrate these parameters into the arrangement parameter table and mark the specific position where the steel bar is laid (such as at L / 2).

[0075] In the above embodiments, based on the comprehensive principal stress direction and the peak stress position, combined with specific area division, steel bar diameter matching, and bending direction adjustment, a detailed steel bar arrangement scheme is provided for the design of the basement exterior wall. By optimizing the arrangement spacing, diameter, and direction of the steel bars, not only can the probability of crack occurrence be effectively reduced, but also the amount of steel bars used can be reduced, achieving the dual effects of improving the crack resistance performance and reducing the construction cost.

[0076] Refer to Figure 5 , as an embodiment of step S105, the steps of generating a binding scheme for the composite steel bar skeleton according to the arrangement parameter table include: Step S401: Obtain the coordinate distribution data of the longitudinal stressed steel bars and the transverse stressed steel bars; Among them, the coordinate distribution data of longitudinal and transverse stressed steel bars are collected. Longitudinal steel bars are usually arranged along the length direction of the wall, while transverse steel bars are used to enhance the lateral stability of the structure. Obtaining these coordinate data is to determine the specific positions of the steel bars, ensure that the intersections of the steel bars can be accurately calculated during the subsequent tying process, and thus guide the tying operation.

[0077] Exemplarily, assume that in the basement exterior wall with a length of 50 meters and a thickness of 0.3 meters, the coordinates of the longitudinal steel bars are arranged every 300 mm, and the coordinates of the transverse steel bars are arranged every 400 mm. These coordinates will help determine the arrangement of each steel bar and its intersections.

[0078] Step S402: Divide the basement exterior wall to be poured into risk areas according to the early cracking risk level of the concrete and the layout parameter table of continuously bent steel bars. Among them, according to the early cracking risk level of the concrete and the steel bar layout parameters, the wall is divided into high-risk areas, medium-risk areas, and low-risk areas. High-risk areas are usually located at the stress peak positions or in areas with risk level IV, where cracks are most likely to occur; medium-risk areas are located at sub-peak positions or in areas with risk level III; low-risk areas are other areas with relatively low risks. The division of risk areas can help formulate different tying strategies, strengthen the tying density of steel bars in high-risk areas, and ensure the crack resistance of the structure.

[0079] Exemplarily, assume that the area with risk level IV is located at L / 2, and the stress peak position is at L / 2; the areas with risk level III are located at L / 4 and L / 8; the remaining areas are low-risk areas. According to this information, the wall is divided into high, medium, and low risk areas.

[0080] Step S403: Match the predefined tying rules according to the divided risk areas. Among them, according to different risk areas, predefined tying rules are matched. For example, in high-risk areas, welding is used, and the spacing between welding points is relatively small (≤150 mm) to enhance crack resistance; in medium-risk areas, double-strand wire winding is used, and the tying spacing is moderate (≤300 mm); in low-risk areas, single-strand wire winding is used, and the tying spacing is relatively large (≤400 mm). The purpose of this rule is to adjust the tying method and density of steel bars according to the risk level of the area, so as to optimize the crack resistance of the entire structure.

[0081] Exemplarily, in the high-risk area (at L / 2), the spacing between welding points is 150 mm; in the medium-risk area (at L / 4), double-strand wire winding is used for tying, and the spacing is 300 mm; in the low-risk area (other areas), the tying spacing is 400 mm.

[0082] Step S404: Calculate the intersection coordinates of the continuously bent reinforcement bars with the longitudinal stressed reinforcement bars and the transverse stressed reinforcement bars respectively; Among them, according to the layout parameters of the reinforcement bars, calculate the intersection coordinates of the continuously bent reinforcement bars with the longitudinal reinforcement bars and the transverse reinforcement bars. These intersection points are key nodes in the subsequent tying process. By accurately calculating the coordinates of these intersection points, the position of each tying point can be ensured to be accurate without error, thereby guaranteeing the construction quality and the effectiveness of the reinforcement bars.

[0083] Exemplarily, if the bent reinforcement bar intersects with the longitudinal reinforcement bar at L / 2, and the spacing of the longitudinal reinforcement bars is 300 mm, then the intersection coordinates are L / 2, 300 mm; the spacing of the transverse reinforcement bars is 400 mm, and the intersection coordinates are L / 2, 400 mm.

[0084] Step S405: Generate a tying plan based on the intersection coordinates and the tying rules; Among them, the tying plan includes the tying position, the tying method, the tying parameters, and the priority identification.

[0085] Specifically, after calculating the intersection coordinates, based on these coordinates and the preset tying rules, generate a specific tying plan. The tying plan includes the tying position, the tying method (such as welding or tying wire) of each intersection point, the tying parameters (such as welding current, wire specification), and the priority identification. The priority identification helps the construction personnel to clarify which areas need to be processed preferentially, ensuring that the reinforcement bars in the high-risk areas are tied more precisely.

[0086] Exemplarily, in the high-risk area at L / 2, the tying method of the reinforcement bar intersection point is welding, and the welding current is 180 A; in the medium-risk area at L / 4, the tying method of the reinforcement bar intersection point is double-strand winding with wire, and the tying spacing is 300 mm.

[0087] In the above embodiments, accurately collect the layout parameters, risk levels, and construction data of the reinforcement bars, reasonably divide the wall risk areas, optimize the tying rules, and generate an accurate tying plan in combination with the intersection coordinates. This plan can adjust the reinforcement bar tying method according to different risk areas, ensure that the high-risk areas are specially reinforced, and improve the construction efficiency and accuracy at the same time.

[0088] The embodiments of the present application also disclose a formed structural reinforcement bar.

[0089] Refer to Figure 6 、 Figure 7, a formed structural steel bar, arranged based on the above-mentioned design and layout method of the anti-cracking structural steel bars for the basement exterior wall. The formed structural steel bar includes a continuously bent steel bar main body 4. The bending direction of the continuously bent steel bar main body 4 is parallel to the inner and outer wall surfaces of the basement exterior wall to be poured, and the laying direction is consistent with the direction of the comprehensive principal stress. The spacing of the continuously bent steel bar main body 4 is adjusted by dividing the area according to the stress peak position, and the diameter of the continuously bent steel bar main body 4 is adjusted according to the principal stress value corresponding to the stress peak position. The continuously bent steel bar main body 4 is fixed at the intersection points with the longitudinal stressed steel bars 2 and the transverse stressed steel bars 1 by welding or binding.

[0090] Refer to Figure 6 , the continuously bent steel bar main body 4 can complete the standardized design and batch processing through the mature processing technology of precast components. This steel bar plays a key role in the structure of the basement exterior wall, especially in resisting the concrete shrinkage stress and improving the anti-cracking ability, with significant advantages. In the specific implementation process, it is necessary to carry out the design and processing according to parameters such as the bending center spacing (200 mm), the bending diameter (not less than 4 times the diameter of the web bar), and the width of the continuously bent steel bar main body 4 (not less than 70 mm) specified in the code. These process parameters ensure the strength, stability, and anti-cracking performance of the steel bar during construction.

[0091] And, in actual projects, it can be processed and manufactured according to Figure 6 the shape and process parameters of the continuously bent steel bar main body 4 therein. It can also adjust the shape and bending parameters of the continuously bent steel bar main body 4 according to the direction of the maximum principal stress of the concrete shrinkage stress or the direction of crack extension, that is, while taking into account the processing difficulty and installation difficulty, further optimize the process parameters through the on-site anti-cracking benefit.

[0092] Refer to Figure 7 , Figure 8 and Figure 9, the layout methods of the continuous bent reinforcement body 4 with different risk levels of the cast-in-place concrete exterior wall 6 are given in sequence. When the cracking risk level is grade I, the cracking risk of the cast-in-place concrete exterior wall 6 affected by early shrinkage is small, and it is not necessary to consider arranging additional continuous bent reinforcement bodies 4. When the cracking risk level is grade II, it is considered that the cracking risk of the cast-in-place concrete exterior wall 6 affected by early shrinkage is relatively small, and single-row continuous bent reinforcement bodies 4 can be set at the 1 / 2 length in the length direction of the long wall. When the cracking risk level is grade III, it is considered that the cracking risk of the cast-in-place concrete exterior wall 6 affected by early shrinkage is relatively large, and single-row continuous bent reinforcement bodies can be arranged at the 1 / 2 and 1 / 4 lengths in the length direction of the long wall, and single-row continuous bent reinforcement bodies 4 should be arranged at the 1 / 4 length. When the cracking risk level is grade IV, it is considered that the cracking risk of the cast-in-place concrete exterior wall 6 affected by early shrinkage is large, and single-row continuous bent reinforcement bodies 4 can be arranged at the 1 / 2 and 1 / 4 lengths in the length direction of the long wall, and three-row continuous bent reinforcement bodies 4 can be arranged at the 1 / 2 length.

[0093] In addition, the continuous bent reinforcement body 4 is arranged according to the cracking order of the cracks calculated by the external restraint stress of the concrete temperature. For the cast-in-place concrete exterior wall 6 with complex external restraint conditions, finite element or extended finite element can be used for calculation and analysis to determine the positions with large cracking risks of temperature cracks, so as to guide the layout of the continuous bent reinforcement body 4. When actually selecting the layout method of the continuous bent reinforcement body 4, the length and thickness of the concrete long wall should be considered simultaneously to consider arranging multiple single-row continuous bent reinforcement bodies 4 or multiple three-row continuous bent reinforcement bodies 4.

[0094] During the actual installation process, the formed bent reinforcement body 4 is installed inside the wall, and the bottom lands on the cast-in-place concrete low wall. The bending direction of the bent reinforcement is parallel to the inner and outer walls, and the extending direction is consistent with the principal stress direction of the early shrinkage stress of the concrete. During actual binding, it can be bound synchronously with the longitudinal stressed reinforcement 2 to avoid the problem that the continuous bent reinforcement body 4 cannot be bound from the ground due to the premature binding of the transverse stressed reinforcement 1. Necessary welding fixation is carried out through the bent reinforcement connector 5 and the longitudinal stressed reinforcement 2 or the transverse stressed reinforcement 1. After the transverse stressed reinforcement 1, the longitudinal stressed reinforcement 2, and the continuous bent reinforcement body 4 are bound, they can be bound and fixed in parallel through the stressed reinforcement stirrup 3 and the bent reinforcement connector 5 to ensure that the transverse stressed reinforcement 1, the longitudinal stressed reinforcement 2, and the continuous bent reinforcement body 4 do not deviate during the formwork installation, concrete pouring, and vibration processes.

[0095] In the above embodiments, the formed bent structural steel bars are scientifically and reasonably designed and arranged, ensuring the strength and stability of the concrete wall during the stress-bearing process. By optimizing the arrangement direction, spacing and diameter of the steel bars, the steel bars can provide the maximum efficiency at the places where they are most needed, effectively resisting the concrete shrinkage stress and temperature stress. This not only improves the crack resistance of the structure, prevents the formation of cracks, but also optimizes the utilization efficiency of the steel bars, reducing the construction cost and difficulty.

[0096] In one embodiment of the present application, the material of the continuous bent steel bar body 4 can be a hot-rolled ribbed steel bar with a diameter of 6 mm. This choice can not only enhance the adhesion with the concrete, improve the binding force of the concrete on the steel bar during the hydration hardening process, but also effectively resist the shrinkage stress of the concrete, thereby reducing the risk of early crack occurrence. In this way, a stronger bond is formed between the steel bar and the concrete, improving the stability and crack resistance of the entire structure.

[0097] In one embodiment of the present application, the bent shape of the continuous bent steel bar body 4 includes a straight shape, a wavy shape or a serrated shape, and the choice of its shape is determined according to the cracking and extension direction of the early cracks in the concrete. Specifically, the laying direction of the steel bar should be consistent with the extension direction of the crack or the maximum principal stress direction of the shrinkage stress. This design ensures that the laying of the steel bar can effectively resist the stress concentration area, thereby effectively inhibiting the generation of cracks.

[0098] The embodiment of the present application also discloses a computer-readable storage medium.

[0099] The computer-readable storage medium stores a computer program that can be loaded and executed by a processor and is any one of the methods for designing and arranging the anti-cracking structural steel bars for the basement exterior wall as described above.

[0100] Among them, the computer-readable storage medium can be any tangible medium that contains or stores a program, and this program can be used by or in combination with an instruction execution system, device or device; the program code contained on the computer-readable medium can be transmitted by any suitable medium, including but not limited to wireless, wire, optical fiber, RF, etc., or any suitable combination of the above.

[0101] It should be noted that in the above embodiments, the descriptions of each embodiment have their own emphases. For the parts not detailed in a certain embodiment, reference can be made to the relevant descriptions of other embodiments.

[0102] The above are all preferred embodiments of the present application, and do not limit the protection scope of the present application accordingly. Any feature disclosed in this specification (including the abstract and drawings), unless specifically described, can be replaced by other equivalent or similar-purpose alternative features. That is, unless specifically described, each feature is only an example of a series of equivalent or similar features.

Claims

1. A method for designing and arranging crack-resistant structural reinforcement for basement exterior walls, characterized in that: The method comprises: Obtaining structural parameters of the exterior wall of the basement to be poured; wherein the structural parameters include concrete grade, wall thickness, water-cement ratio and cement dosage; Based on the structural parameters, determining the early cracking risk level of the concrete by a predefined crack risk level classification rule; Calculate the distribution characteristics of early shrinkage stress of concrete according to the structural dimensions of the basement exterior wall to be poured and the risk level of early cracking of the concrete; wherein the distribution characteristics include the direction of the comprehensive principal stress and the peak position of the stress of the temperature shrinkage stress and the autogenous shrinkage stress; Based on the comprehensive principal stress direction and the stress peak position, generating a layout parameter table of the continuous bending steel bars; According to the arrangement parameter table, a binding scheme of the composite steel bar skeleton is generated; wherein the binding scheme includes welding or binding positions of the continuous bent steel bars and the longitudinal stress-bearing steel bars and the transverse stress-bearing steel bars.

2. A method for designing and arranging crack-resistant structural reinforcement for basement exterior walls according to claim 1, characterized in that: According to the structural size of the basement exterior wall to be poured and the risk level of early cracking of the concrete, the step of calculating the distribution characteristics of the early shrinkage stress of the concrete includes: Collecting structural dimension data of the exterior wall of the basement to be poured; Based on a predefined shrinkage characteristic parameter table, matching the corresponding autogenous shrinkage rate and temperature gradient according to the early cracking risk level of the concrete; Based on a predefined concrete thermal expansion coefficient, calculating an autogenous shrinkage equivalent temperature difference according to the autogenous shrinkage rate; Establishing a three-dimensional finite element model based on the structural dimension data of the exterior wall of the basement to be poured; The temperature gradient and the autogenous shrinkage equivalent temperature difference are superimposed to generate a total temperature load; Loading the total temperature load in the three-dimensional finite element model and setting external constraint boundary conditions to obtain a constructed three-dimensional finite element model; Based on the predefined concrete elastic modulus and Poisson's ratio, a thermal-mechanical coupling analysis is performed through the constructed three-dimensional finite element model to calculate the principal stress distribution and obtain the principal stress value and principal stress direction data of each unit; The regions where the principal stress values ​​are greater than a preset threshold are screened, and the coordinate positions of the regions and the corresponding principal stress direction angles are extracted to obtain the comprehensive principal stress directions and stress peak positions.

3. A method for designing and arranging crack-resistant structural reinforcement for basement exterior walls according to claim 2, characterized in that: Based on the predefined concrete thermal expansion coefficient, the calculation formula for calculating the autogenous shrinkage equivalent temperature difference according to the autogenous shrinkage rate is: ΔT eq =e sh / a; Where α is the thermal expansion coefficient of concrete, and the default value is 1×10 -5 ℃ -1 , ε sh is the autogenous shrinkage rate.

4. A method for designing and arranging crack-resistant structural reinforcement for basement exterior walls according to claim 2, characterized in that: The external constraint boundary conditions of the three-dimensional finite element model are set as follows: the bottom boundary is configured as a fixed displacement constraint, and the side boundary is configured as a horizontal displacement limit constraint.

5. A method for designing and arranging crack-resistant structural reinforcement for basement exterior walls according to any one of claims 1 to 4, characterized in that: Based on the comprehensive principal stress direction and the stress peak position, the step of generating a layout parameter table of continuously bent steel bars comprises: According to the direction of the comprehensive principal stress, determine the layout direction and bending direction of the continuously bent steel bars; According to the stress peak position, the outer wall of the basement to be poured is divided into stress areas, and the corresponding bending spacing is matched according to different stress areas; the stress areas include peak areas, sub-peak areas and non-peak areas; According to the principal stress value corresponding to the stress peak position, the steel bar diameter is matched according to the preset rules; According to the layout direction, bending direction, bending spacing and steel bar diameter, a layout parameter table of the continuously bent steel bars is generated.

6. A method for designing and arranging crack-resistant structural reinforcement for basement exterior walls according to claim 5, characterized in that: According to the arrangement parameter table, the steps of generating a binding scheme for the composite steel reinforcement skeleton include: Obtaining coordinate distribution data of longitudinal stress-bearing steel bars and transverse stress-bearing steel bars; According to the concrete early cracking risk level and the arrangement parameter table of the continuously bent steel bars, the exterior wall of the basement to be poured is divided into risk areas; According to the divided risk areas, match the predefined lashing rules; Calculate the coordinates of the intersections of the continuous bending reinforcement with the longitudinal stress reinforcement and the transverse stress reinforcement; Based on the intersection coordinates and the tying rules, a tying scheme is generated; the tying scheme includes a tying position, a tying method, tying parameters and a priority identifier.

7. A formed structural steel bar, characterized in that: The arrangement is based on the design and arrangement method for crack-resistant structural steel bars for basement exterior walls as described in any one of claims 1 to 6, wherein the formed structural steel bars include a continuously bent steel bar body, the bending direction of the continuously bent steel bar body is parallel to the inner and outer wall surfaces of the basement exterior wall to be cast, and the arrangement direction is consistent with the direction of the comprehensive principal stress, the spacing of the continuously bent steel bar body is adjusted according to the area divided according to the stress peak position, the diameter of the continuously bent steel bar body is adjusted according to the principal stress value corresponding to the stress peak position, and the continuously bent steel bar body is fixed to the longitudinal stress-bearing steel bars and the transverse stress-bearing steel bars at the intersection by welding or binding.

8. A shaped structural steel bar according to claim 7, characterized in that: The material of the continuously bent steel bar body is hot-rolled ribbed steel bar.

9. A shaped structural steel bar according to claim 7, characterized in that: The bending shape of the continuously bent steel bar body includes a straight line, a wave shape or a sawtooth shape.

10. A computer-readable storage medium, characterized in that: A computer program is stored which can be loaded by a processor and execute the method according to any one of claims 1 to 6.

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