Design and layout method of anti-cracking structural steel bars for basement exterior walls and formed structural steel bars

Abstract

The present application relates to a design and layout method for anti-cracking structural steel bars of the basement exterior wall and a formed structural steel bar, belonging to the field of cast-in-place concrete technology. The method includes: obtaining the structural parameters of the basement exterior wall to be poured; based on the structural parameters, determining the early cracking risk level of the concrete through a predefined cracking risk level division rule; calculating the distribution characteristics of the early shrinkage stress of the concrete according to the structural dimensions of the basement exterior wall to be poured and the early cracking risk level of the concrete; generating a layout parameter table for continuously bent steel bars based on the comprehensive principal stress direction and the stress peak position; and generating a binding plan for the composite steel bar skeleton according to the layout parameter table. The present application can effectively reduce the generation of early cracks and ensure the long-term stability and safety of the 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 Technique

[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 of 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 hydration heat, or adopting a low water-binder ratio to reduce autogenous shrinkage. However, these methods often have limitations that cannot be directly applied to structural design, lack guidance on specific steel bar layout and reinforcement schemes, resulting in a great construction risk in the prevention and control of concrete cracks, and cannot 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 the 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:

[0006] A design and layout method for anti-cracking structural steel bars of basement exterior walls, the method comprising:

[0007] Obtain 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;

[0008] Based on the structural parameters, determine the early cracking risk level of the concrete through a predefined cracking risk level division rule;

[0009] 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;

[0010] Generate a layout parameter table of the continuously bent reinforcement based on the comprehensive principal stress direction and the stress peak position;

[0011] Generate a binding plan of the composite steel bar skeleton according to the layout 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.

[0012] By adopting the above technical solution, through precise parameter input, risk assessment, stress analysis, and the formulation of the steel bar design and binding plan, a comprehensive anti-cracking design method for the basement exterior wall is constructed. Through reasonable steel bar layout and binding, it can effectively resist the cracking problems caused by the autogenous shrinkage and temperature shrinkage of the concrete, 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.

[0013] 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:

[0014] Collect the structural dimension data of the basement exterior wall to be poured;

[0015] 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;

[0016] Calculate the autogenous shrinkage equivalent temperature difference based on the predefined coefficient of thermal expansion of the concrete according to the autogenous shrinkage rate;

[0017] Establish a three-dimensional finite element model based on the structural dimension data of the basement exterior wall to be poured;

[0018] Superimpose the temperature gradient and the autogenous shrinkage equivalent temperature difference to generate the total temperature load;

[0019] Load 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;

[0020] 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;

[0021] Screen the area where the principal stress value is greater than the preset threshold, and extract the coordinate positions and corresponding principal stress direction angles of the area to obtain the comprehensive principal stress direction and the stress peak position.

[0022] By adopting the above technical solutions, accurately collect the structural dimensions, material parameters and risk levels, and combine with finite element analysis, it is possible to comprehensively simulate the early cracking process of concrete, and predict the crack risk 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. Finally, 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.

[0023] Optionally, based on the predefined coefficient of thermal expansion of concrete, the calculation formula for calculating the autogenous shrinkage equivalent temperature difference according to the autogenous shrinkage rate is:

[0024] ΔT eq = ε sh / α;

[0025] Wherein, α is the coefficient of thermal expansion of concrete, and the default value is 1×10 -5 °C -1 , ε sh is the autogenous shrinkage rate.

[0026] 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 configuring the side boundary as a horizontal displacement limit constraint.

[0027] By adopting the above technical solutions, the setting of the boundary conditions can accurately reflect the stress and deformation behaviors of the structure under actual conditions, and avoid inaccurate calculation results caused by excessive model degrees of freedom 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, and provide a reliable basis for subsequent stress analysis, crack prediction and steel bar layout scheme.

[0028] Optionally, the steps of generating the layout parameter table of the continuously bent steel bars based on the comprehensive principal stress direction and the stress peak position include:

[0029] Determine the layout direction and bending direction of the continuously bent steel bars according to the comprehensive principal stress direction;

[0030] According to the stress peak position, divide the basement exterior wall to be poured into stress regions, and match the corresponding bending spacings according to different stress regions; the stress regions include the peak region, the sub-peak region and the non-peak region;

[0031] Match the steel bar diameter according to the principal stress value corresponding to the stress peak position according to a preset rule;

[0032] Generate an arrangement parameter table for continuously bent steel bars according to the laying direction, bending direction, bending spacing and steel bar diameter.

[0033] By adopting the above technical solution, based on the comprehensive principal stress direction and stress peak position, combined with specific area division, steel bar diameter matching and bending direction adjustment, a detailed steel bar arrangement plan is provided for the basement exterior wall design. By optimizing the steel bar arrangement 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.

[0034] Optionally, the steps of generating a binding plan for the composite steel bar skeleton according to the arrangement parameter table include:

[0035] Obtain the coordinate distribution data of the longitudinal stressed steel bars and the transverse stressed steel bars;

[0036] According to the early concrete cracking risk level and the arrangement parameter table of the continuously bent steel bars, divide the basement exterior wall to be poured into risk areas;

[0037] Match the predefined binding rules according to the divided risk areas;

[0038] Calculate the intersection coordinates of the continuously bent steel bars with the longitudinal stressed steel bars and the transverse stressed steel bars respectively;

[0039] 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.

[0040] By adopting the above technical solution, accurately collect the steel bar arrangement parameters, risk levels and construction data, reasonably divide the wall risk areas, optimize the binding rules, and generate an accurate binding plan 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.

[0041] In a second aspect, the present application provides a formed structural steel bar, adopting the following technical solution:

[0042] A shaped structural steel bar is arranged based on the design and arrangement method of crack-resistant structural steel bars for basement exterior walls described in the first aspect, the shaped structural steel bar comprises 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 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 main body is adjusted according to the area divided according to 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 stress-bearing steel bars and the transverse stress-bearing steel bars at the intersection by welding or binding.

[0043] By adopting the above technical solution, the formed and bent structural steel bars are scientifically and rationally designed and arranged to ensure 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 maximum efficiency where they are most needed, effectively resisting concrete shrinkage stress and temperature stress. This not only improves the crack resistance of the structure and prevents the formation of cracks, but also optimizes the use efficiency of the steel bars and reduces construction costs and difficulties.

[0044] Optionally, the continuously bent steel bar body is made of hot-rolled ribbed steel bars.

[0045] Optionally, the bending shape of the continuously bent steel bar body includes a straight line, a wave shape or a sawtooth shape.

[0046] In a third aspect, the present application provides a computer-readable storage medium, which adopts the following technical solution:

[0047] A computer-readable storage medium stores a computer program that can be loaded by a processor and execute any one of the methods in the first aspect.

[0048] In summary, the present application includes at least one of the following beneficial technical effects: By establishing a qualitative relationship between the early autogenous 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 assessing the risk of early cracking of concrete, which can make a relatively accurate preliminary judgment on the risk of cracking. At the same time, the formed bent steel bars designed in the present application can be mass-produced to reduce manufacturing costs. By arranging the bent steel bars inside the concrete wall, and the bending direction is consistent with the main stress direction of the early shrinkage stress of the concrete, the tensile strength of the stress-weakened area is effectively enhanced, and the initiation and extension of cracks are alleviated, thereby better controlling the occurrence of early cracks in the concrete. BRIEF DESCRIPTION OF THE DRAWINGS

[0049] Figure 1 It is a first flow chart of a method for designing and arranging crack-resistant structural reinforcement for a basement exterior wall according to one of the embodiments of the present application.

[0050] Figure 2 It is a schematic diagram of the rule for classifying the risk level of early cracking of concrete in one embodiment of the present application.

[0051] Figure 3 It is the second process schematic diagram 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.

[0052] Figure 4 It is the third process schematic diagram 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.

[0053] Figure 5 It is the fourth process schematic diagram 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.

[0054] Figure 6 It is the structural schematic diagram of the formed structural steel bars in one embodiment of the present application.

[0055] Figure 7 It is the first layout method schematic diagram of the formed structural steel bars in one embodiment of the present application.

[0056] Figure 8 It is the second layout method schematic diagram of the formed structural steel bars in one embodiment of the present application.

[0057] Figure 9 It is the third layout method schematic diagram of the formed structural steel bars in one embodiment of the present application.

[0058] Explanation of reference numerals: 1, transverse stress steel bars; 2, longitudinal stress steel bars; 3, stirrups for stress 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

[0059] In order to make the purpose, technical solutions and advantages of the present application clearer, the following further Figures 1-9 describes the present application in detail with reference to the appended

[0060] One embodiment of the present application discloses a design and layout method for anti-cracking structural steel bars of a basement exterior wall.

[0061] Referring to Figure 1 , the design and layout method of the anti-cracking structural steel bars for the basement exterior wall specifically includes:

[0062] Step S101, obtaining the structural parameters of the basement exterior wall to be poured;

[0063] Among them, the structural parameters include concrete grade, wall thickness, water-binder ratio and cement dosage;

[0064] Specifically, when designing the structural steel bars 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.

[0065] It can be understood that by obtaining these parameters, it is possible to provide the 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 cause 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.

[0066] Step S102, based on the structural parameters, determine the early cracking risk grade of the concrete through predefined crack risk grade classification rules;

[0067] 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 take into account the influence of the wall thickness and cement dosage.

[0068] 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 likely to crack during construction. At this time, a specially 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.

[0069] 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.

[0070] 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;

[0071] 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.

[0072] 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.

[0073] 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.

[0074] Step S104: Generate an arrangement parameter table for the continuously bent steel bars based on the comprehensive principal stress direction and the stress peak position;

[0075] Specifically, based on the stress analysis results, it is necessary to determine the arrangement method of the steel bars according to the comprehensive principal stress direction and the stress peak position, including specifically the spacing of the bent steel bars, the diameter of the steel bars, and the bending direction. 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 comprehensive principal stress direction. 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.

[0076] 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.

[0077] 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 concrete's inhibitory effect on cracks during the stress-bearing process, effectively reducing the risk of cracks, and enhancing the overall stability of the concrete structure.

[0078] Step S105: Generate a binding plan for the composite steel bar skeleton according to the arrangement parameter table;

[0079] Among them, the binding plan includes the welding or binding positions of the continuously bent steel bars with the longitudinally stressed steel bars and the transversely stressed steel bars.

[0080] 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 instead may exacerbate the generation of cracks.

[0081] For example, in high-risk areas, the binding of the steel bars may require denser 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 meticulous binding plan, it is ensured that the steel bars will not shift or loosen during the concrete pouring process, guaranteeing the effect of the steel bars and ultimately ensuring the safety and anti-crack ability of the structure.

[0082] 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.

[0083] 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:

[0084] Step S201, collecting the structural dimension data of the basement exterior wall to be poured;

[0085] Among them, by collecting the dimension parameters of the basement exterior wall (such as the 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.

[0086] 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;

[0087] Among them, the shrinkage characteristic parameter table contains the ranges of the 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 division takes into account the material properties of the concrete and construction conditions. This step ensures that the input data in the stress analysis matches the actual risk, enhancing the accuracy of the calculation.

[0088] 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.

[0089] 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;

[0090] 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 the 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.

[0091] 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:

[0092] ΔT eq =ε sh / α;

[0093] Among them, α is the thermal expansion coefficient of concrete, and the default value is 1×10 -5 ℃ -1 , ε sh is the autogenous shrinkage rate.

[0094] 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 unified input conditions for thermo-mechanical coupling analysis and improve the accuracy and practicality of the model.

[0095] Step S204, establish a three-dimensional finite element model based on the structural dimension data of the basement exterior wall to be poured;

[0096] 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.

[0097] Step S205, superimpose the temperature gradient and the autogenous shrinkage equivalent temperature difference to generate the total temperature load;

[0098] 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. 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 more accurately simulated, providing more reliable data for subsequent analysis.

[0099] 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.

[0100] 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 horizontal displacement restriction on the side) 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.

[0101] Exemplarily, a 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 restrictions are applied on the side 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.

[0102] 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.

[0103] 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 an important basis for subsequent crack prediction and steel bar arrangement.

[0104] 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.

[0105] Among them, by screening the areas where the principal stress value exceeds the preset threshold, the most likely locations of cracks are located, and then the coordinate positions and principal stress directions of these areas are extracted to help the designer determine the steel bar arrangement in the crack-prone areas. Exemplarily, assuming that the principal stress value reaches 2.8 MPa and the direction angle is 75° in the middle of the wall, based on these data, the designer can choose to increase the steel bar arrangement at this position to avoid cracks. By accurately screening and extracting the stress peak positions and principal stress directions, the areas where cracks are likely to occur can be effectively predicted, thereby guiding the steel bar arrangement and improving the crack resistance of the structure.

[0106] In the above embodiment, by accurately collecting the structural dimensions, material parameters, and risk levels, and combining finite element analysis, the early cracking process of concrete can be comprehensively 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 enhancing the stability and durability of the building structure. Finally, 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.

[0107] As an embodiment 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 the side boundaries as horizontal displacement limit constraints.

[0108] In one embodiment of the present application, setting the external constraint boundary conditions of the three-dimensional finite element model is 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 free displacement at 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 boundaries simulates the constraints between the wall and adjacent structures, avoiding non-physical free deformation of the wall in the horizontal direction, thereby ensuring the reasonableness of the stress analysis results.

[0109] In the above embodiment, the setting of the boundary conditions can accurately reflect the stress and deformation behaviors 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 arrangement schemes.

[0110] Refer to Figure 4 , as an embodiment of step S104, the steps of generating the layout parameter table of the continuously bent steel bars based on the comprehensive principal stress direction and stress peak position include:

[0111] Step S301, determining the laying direction and bending direction of the continuously bent steel bars according to the comprehensive principal stress direction;

[0112] 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 laying direction of the bent steel bars. If the principal stress direction is close to vertical (θ≈90°), then choose to arrange the steel bars longitudinally; if the principal stress direction is inclined, adjust the laying direction of the steel bars 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 rules 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).

[0113] Exemplarily, assume that the angle of the principal stress direction is 75°. According to the rules, adjust the laying direction of the steel bars to be consistent with the principal stress direction, and the laying angle of the steel bars is 75°. By accurately matching the laying direction of the steel bars with the principal stress direction, the rationality of the steel bar layout is improved, ensuring that the steel bars can effectively resist the occurrence of cracks during the stress process, especially in the stress concentration area.

[0114] Step S302, according to the stress peak position, divide the basement exterior wall to be poured into stress areas, and match the corresponding bending spacing according to different stress areas;

[0115] Among them, the stress areas include the peak area, the sub-peak area and the non-peak area;

[0116] 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 steel bar bending spacings: the steel bar 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 steel bar configuration, making the steel bars densely arranged in the high-stress area and reducing the number of steel bars in the low-stress area, thereby reducing costs and construction complexity.

[0117] Exemplarily, assume that the stress peak position is at 1 / 2 of the wall length, then the laying spacing of the steel bars at this position is 200mm; if the sub-peak is at L / 4, the steel bar spacing is set to 300mm, and a spacing of 400mm may be used in the non-peak area.

[0118] Step S303, according to the principal stress value corresponding to the stress peak position, match the steel bar diameter according to the preset rules;

[0119] 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.

[0120] 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.

[0121] 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.

[0122] Among them, the arrangement parameter table includes the bending direction of the steel bars, bending shape (such as wave type or sawtooth type), laying angle (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 the steel bars, ensuring the accurate arrangement of the steel bars during the construction process.

[0123] For example, for the position at L / 2 of the peak stress position, 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).

[0124] In the above embodiments, based on the comprehensive principal stress direction and the peak stress position, combined with specific regional division, steel bar diameter matching, and bending direction adjustment, a detailed steel bar arrangement plan 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 usage amount of the steel bars can be reduced, achieving the dual effects of improving the crack resistance performance and reducing the construction cost.

[0125] Refer to Figure 5 , as an implementation manner of step S105, the steps of generating a binding plan for the composite steel bar skeleton according to the arrangement parameter table include:

[0126] Step S401, obtain the coordinate distribution data of the longitudinal stressed steel bars and the transverse stressed steel bars;

[0127] Among them, the coordinate distribution data of longitudinal stressed steel bars and transverse stressed steel bars are collected. Longitudinal steel bars are usually the steel bars arranged along the length direction of the wall, while transverse steel bars are used to enhance the transverse 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.

[0128] 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.

[0129] Step S402, according to the early cracking risk level of the concrete and the layout parameter table of the continuously bent steel bars, divide the basement exterior wall to be poured into risk areas;

[0130] 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 a risk level of IV, where cracks are most likely to occur; medium-risk areas are located at sub-peak positions or in areas with a risk level of III; low-risk areas are other areas with relatively low risks. The division of risk areas can help formulate different tying strategies, and strengthen the tying density of steel bars in high-risk areas to ensure the crack resistance of the structure.

[0131] Exemplarily, assume that the area with a risk level of IV is located at L / 2, and the stress peak position is at L / 2; the areas with a risk level of 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.

[0132] Step S403, according to the divided risk areas, match the predefined tying rules;

[0133] Among them, according to different risk areas, match the predefined tying rules. 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.

[0134] 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), the tying wire is double-strand wound, and the spacing is 300 mm; in the low-risk area (other areas), the tying spacing is 400 mm.

[0135] 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.

[0136] 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 intersections are the key nodes in the subsequent tying process. By accurately calculating the coordinates of these intersections, the position of each tying point can be ensured to be accurate, thus guaranteeing the construction quality and the effectiveness of the reinforcement bars.

[0137] 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.

[0138] Step S405: Generate a tying plan based on the intersection coordinates and the tying rules.

[0139] Among them, the tying plan includes the tying position, tying method, tying parameters, and priority identification.

[0140] 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, tying method (such as welding or tying wire) of each intersection, tying parameters (such as welding current, wire specification), and 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.

[0141] Exemplarily, in the high-risk area at L / 2, the tying method for the intersection of the reinforcement bars is welding, and the welding current is 180 A; in the medium-risk area at L / 4, the tying method for the intersection of the reinforcement bars is double-strand winding with wire, and the tying spacing is 300 mm.

[0142] 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 tying method of the reinforcement bars 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.

[0143] The embodiment of the present application also discloses a formed structural reinforcement bar.

[0144] Refer to Figure 6 、 Figure 7, a formed structural steel bar, arranged based on the above-mentioned design and layout method of 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 layout 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. 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 to the longitudinal stressed steel bars 2 and the transverse stressed steel bars 1 at the intersection points by welding or binding.

[0145] Refer to Figure 6 , the continuously bent steel bar main body 4 can complete 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 concrete shrinkage stress and improving the anti-cracking ability, with significant advantages. In the specific implementation process, it is necessary to design and process according to parameters such as the bending center spacing (200 mm), 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 specifications. These process parameters ensure the strength, stability, and anti-cracking performance of the steel bar during construction.

[0146] And, in actual projects, it can be processed and manufactured according to the Figure 6 shape and process parameters of the continuously bent steel bar main body 4. 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 concrete shrinkage stress or the direction of crack extension, that is, while considering the processing difficulty and installation difficulty, further optimize the process parameters through the on-site anti-cracking benefit.

[0147] Refer to Figure 7 , Figure 8 and Figure 9, the layout methods of the continuous bent reinforcement main 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 Class 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 main bodies 4. When the cracking risk level is Class 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 main bodies 4 can be set at the 1 / 2 length in the length direction of the long wall. When the cracking risk level is Class 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 main 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 main bodies 4 should be arranged at the 1 / 4 length. When the cracking risk level is Class 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 main 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 main bodies 4 can be arranged at the 1 / 2 length.

[0148] In addition, the continuous bent reinforcement main 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 main body 4. When actually selecting the layout method of the continuous bent reinforcement main body 4, the length and thickness of the concrete long wall should be considered simultaneously, so as to consider arranging multiple single-row continuous bent reinforcement main bodies 4 or multiple three-row continuous bent reinforcement main bodies 4.

[0149] During the actual installation process, the formed bent reinforcement main 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 main 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 main 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 main body 4 do not deviate during the formwork installation, concrete pouring, and vibration processes.

[0150] 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 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.

[0151] In one embodiment of the present application, the material of the continuous bent steel bar main body 4 can be a hot-rolled ribbed steel bar with a diameter of 6 mm. This choice can not only enhance the bonding force with the concrete, improve the binding force of the concrete on the steel bar during the hydration hardening process, but also effectively resist the concrete shrinkage stress, 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.

[0152] In one embodiment of the present application, the bent shape of the continuous bent steel bar main body 4 includes a straight line type, a wave type, or a sawtooth type, and the shape selection is determined according to the early crack cracking and extension direction of 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 suppressing the generation of cracks.

[0153] The embodiment of the present application also discloses a computer-readable storage medium.

[0154] The computer-readable storage medium stores a computer program that can be loaded and executed by a processor to perform any one of the methods for designing and arranging the anti-crack structural steel bars for the basement exterior wall as described above.

[0155] 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 component; 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.

[0156] It should be noted that in the above embodiments, the descriptions of the various embodiments have their own emphases. For the parts not detailed in a certain embodiment, reference can be made to the relevant descriptions of other embodiments.

[0157] 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 design and layout method for anti-cracking structural steel bars of the basement exterior wall, characterized in that The method includes: 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 grade of the concrete through a predefined cracking risk grade division rule; According to the structural dimensions of the basement exterior wall to be poured and the early cracking risk grade of the concrete, calculating the distribution characteristics of the early shrinkage stress of the concrete; wherein, the distribution characteristics include the combined principal stress direction and the stress peak position of the temperature shrinkage stress and the autogenous shrinkage stress; Based on the combined principal stress direction and the stress peak position, generating an arrangement parameter table for the continuously bent reinforcement; According to the arrangement parameter table, generating a binding plan for the composite reinforcement cage; wherein, the binding plan includes the welding or binding positions of the continuously bent reinforcement with the longitudinal stressed reinforcement and the transverse stressed reinforcement; The steps of calculating the distribution characteristics of the early shrinkage stress of the concrete according to the structural dimensions of the basement exterior wall to be poured and the early cracking risk grade of the concrete include: Collecting the structural dimension data of the basement exterior wall 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 grade of the concrete; Based on a predefined coefficient of thermal expansion of the concrete, calculating the 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 basement exterior wall to be poured; Superimposing the temperature gradient and the autogenous shrinkage equivalent temperature difference to generate a total temperature load; Loading the total temperature load in the three-dimensional finite element model and setting the external constraint boundary conditions to obtain a completed three-dimensional finite element model; Based on a predefined elastic modulus and Poisson's ratio of the concrete, performing a thermo-mechanical coupling analysis through the completed three-dimensional finite element model to calculate the principal stress distribution, and obtaining the principal stress values and principal stress direction data of each element; Screening the regions where the principal stress values are greater than a preset threshold, and extracting the coordinate positions and the corresponding principal stress direction angles of the regions to obtain the combined principal stress direction and the stress peak position.

2. The design and layout method of anti-cracking structural steel bars for the basement exterior wall according to claim 1, characterized in that, The calculation formula for calculating the autogenous shrinkage equivalent temperature difference according to the autogenous shrinkage rate based on a predefined coefficient of thermal expansion of the concrete is: ΔT eq = ε sh / α; Among them, α is the thermal expansion coefficient of concrete, and the default value is 1×10 -5 °C -1 , ε sh is the autogenous shrinkage rate.

3. A method for designing and arranging anti-cracking structural steel bars for the exterior wall of a basement, characterized in that, 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 boundary as a horizontal displacement limit constraint.

4. A method for designing and arranging anti-cracking structural steel bars for the basement exterior wall, according to any one of claims 1 to 3, characterized in that, The steps of generating an arrangement parameter table for the continuously bent reinforcement based on the combined principal stress direction and the stress peak position include: Determining the laying direction and the bending direction of the continuously bent reinforcement according to the combined principal stress direction; According to the stress peak position, dividing the stress regions of the basement exterior wall to be poured, and matching the corresponding bending spacings according to different stress regions; the stress regions include the peak region, the sub-peak region, and the non-peak region; Matching the reinforcement diameter according to the principal stress value corresponding to the stress peak position according to a preset rule; Generating an arrangement parameter table for the continuously bent reinforcement according to the laying direction, the bending direction, the bending spacing, and the reinforcement diameter.

5. A design and layout method for anti-cracking structural steel bars of the basement exterior wall according to claim 4, characterized in that The steps of generating a binding plan for the composite reinforcement cage according to the arrangement parameter table include: Obtain the coordinate distribution data of longitudinal stressed steel bars and transverse stressed steel bars; According to the early cracking risk level of the concrete and the layout parameter table of continuously bent steel bars, divide the basement exterior wall to be poured into risk areas; Match the predefined tying 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 tying plan based on the intersection coordinates and the tying rules; the tying plan includes tying positions, tying methods, tying parameters and priority identifiers.

6. A formed structural steel bar, characterized in that, Arranged based on the design and layout method of the anti-cracking structural steel bars for the basement exterior wall according to any one of claims 1 to 5, 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 poured, and the laying 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 stress peak position divided into areas, and the diameter of the continuously bent steel bar body is adjusted according to the principal stress value corresponding to the stress peak position. The continuously bent steel bar body is fixed to the longitudinal stressed steel bars and the transverse stressed steel bars at the intersection points by welding or tying.

7. The formed structural steel bar according to claim 6, wherein, The material of the continuously bent steel bar body is hot-rolled ribbed steel bars.

8. The formed structural steel bar according to claim 6, wherein, The bending shape of the continuously bent steel bar body includes a straight shape, a wave shape or a sawtooth shape.

9. A computer-readable storage medium, characterized in that: A computer program stored that can be loaded and executed by a processor for the method according to any one of claims 1 to 5.

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