Fabricated permanent formwork bending resistance design method and device, electronic equipment and medium

Abstract

The invention provides an assembly type permanent formwork bending resistance design method and device, electronic equipment and a medium, and relates to the field of building structures.The method comprises the steps that design parameters of a to-be-manufactured assembly type permanent formwork are obtained; based on the design parameters, the flexural capacity of the connecting part of the fabricated permanent formwork and the flexural capacity of concrete are determined; if the flexural capacity of the connecting part is smaller than the flexural capacity of the concrete, the design parameters are adjusted, and target design parameters are obtained; and when the flexural capacity of the target connecting part corresponding to the target design parameter is not less than that of the target concrete and the flexural capacity of the target concrete is greater than the configured load effect design value, determining that the target design parameter meets the design standard. According to the method, the design of the assembly type permanent formwork at the joint connecting part is optimized, the economic benefits can be considered while the structural performance is pursued, and good balance between the assembly type permanent formwork and the joint connecting part is achieved.

Description

Technical Field

[0001] This application relates to the field of building structures, and more specifically, to a design method, device, electronic equipment, and medium for prefabricated permanent formwork to resist bending. Background Technology

[0002] Ultra-high toughness cement-based composites (UHTCC) are advanced building materials meticulously designed based on micromechanical and fracture mechanics principles. Compared to traditional brittle ordinary concrete, UHTCC exhibits significantly higher ductility, lower permeability, and superior crack control capabilities. Under tensile loads, UHTCC displays strain hardening properties, effectively dispersing stress before reaching its ultimate bearing capacity and limiting the maximum crack width to within 100 micrometers.

[0003] Using prefabricated UHTCC as permanent formwork in the tension zone of building components not only significantly improves assembly efficiency on construction sites but also enhances the overall load-bearing capacity and durability of the structure. Furthermore, this permanent formwork system, through flexible adjustment of its segmentation, can adapt to the needs of building components of different sizes and shapes, increasing the flexibility and applicability of design solutions.

[0004] However, despite the numerous advantages that prefabricated UHTCC permanent formwork has demonstrated in practical engineering applications, there is currently no unified standard or clear guiding principle for its specific calculation methods in terms of bending resistance design. This limits the promotion and application of this technology in broader engineering practice, especially in situations involving complex load conditions and high-standard structural safety requirements. Therefore, developing a scientific and reasonable bending resistance design calculation method to fully realize the potential of prefabricated UHTCC permanent formwork has become one of the key issues that urgently need to be addressed in the current engineering technology field. Summary of the Invention

[0005] The purpose of this application is to provide a design method, device, electronic device and medium for prefabricated permanent formwork bending resistance, so as to solve the above-mentioned problems existing in the prior art and improve the accuracy of structural design.

[0006] Firstly, a design method for bending resistance of prefabricated permanent formwork is provided, which may include: Obtain the design parameters of the prefabricated permanent template to be produced; Based on the design parameters, determine the flexural bearing capacity of the connection parts of the prefabricated permanent formwork and the flexural bearing capacity of the concrete. If the flexural bearing capacity of the connection part is less than the flexural bearing capacity of the concrete, the design parameters are adjusted to obtain the target design parameters; When the flexural bearing capacity of the target connection corresponding to the target design parameter is not less than the flexural bearing capacity of the target concrete, and the flexural bearing capacity of the target concrete is greater than the configured load effect design value, the target design parameter is determined to meet the design standard.

[0007] In one possible implementation, based on the design parameters, the flexural bearing capacity of the connection parts of the prefabricated permanent formwork and the flexural bearing capacity of the concrete are determined, including: The first flexural resistance algorithm is used to calculate the design parameters and obtain the flexural bearing capacity of the connection part. The second flexural resistance algorithm is used to calculate the design parameters and obtain the flexural bearing capacity of the concrete.

[0008] In one possible implementation, the design parameters include: a first coefficient and a second coefficient of the concrete compression zone, compressive strength, tensile strength, the ultimate tensile force that the connection can withstand when it reaches the critical failure state, the height of the compression zone of the component, the width of the component, the total height of the component, the height of the permanent formwork, the height of the post-poured concrete, the yield strength of the connecting steel plate, and the cross-sectional area of ​​the connecting steel plate.

[0009] In one possible implementation, a configured first bending resistance algorithm is used to calculate the design parameters to obtain the bending bearing capacity of the connection portion, including: Using the configured first bending resistance algorithm, the first and second coefficients of the concrete compression zone, compressive strength, tensile strength, ultimate tensile force that the connection can withstand when it reaches the critical failure state, height of the compression zone of the component, width of the component, total height of the component, height of the permanent formwork, and height of the post-poured concrete are calculated to obtain the bending bearing capacity of the connection.

[0010] In one possible implementation, a configured second flexural resistance algorithm is used to calculate the design parameters to obtain the concrete flexural bearing capacity, including: Using the configured second bending resistance algorithm, the first and second coefficients of the concrete compression zone, compressive strength, tensile strength, height of the compression zone of the member, member width, total member height, permanent formwork height, yield strength of the connecting steel plate, cross-sectional area of ​​the connecting steel plate, and concrete pouring are calculated to obtain the concrete bending bearing capacity.

[0011] In one possible implementation, the process of configuring the design values ​​of the load effects includes: Based on the correspondence between different safety levels and different component coefficients, the target component coefficient corresponding to the safety level of the prefabricated permanent formwork configuration is determined. Determine the design value of the initial load effect based on the permanent load effect and the variable load effect; The initial load effect design value is adjusted using the target component coefficient to obtain the load effect design value.

[0012] In one possible implementation, the expression for the design value of the initial load effect is:

[0013] in, γ Gj Here are the partial factors for the j-th type of permanent load effect. γ Qi For the partial factor of the i-th type of variable load effect, S Gjk Let j be the calculated value of the effect of the j-th type of permanent load. S Qik Let be the calculated value of the i-th type of variable load effect. γ li Let be the adjustment factor for the i-th type of variable load effect. φ ci This represents the combination value coefficient of the variable load effect.

[0014] Secondly, a design device for resisting bending of prefabricated permanent formwork is provided, the device may include: The acquisition unit is used to acquire the design parameters of the prefabricated permanent template to be manufactured. Based on the design parameters, determine the flexural bearing capacity of the connection parts of the prefabricated permanent formwork and the flexural bearing capacity of the concrete. An adjustment unit is used to adjust the design parameters to obtain the target design parameters if the flexural bearing capacity of the connection part is less than the flexural bearing capacity of the concrete. The determining unit is used to determine that the target design parameters meet the design standards when the flexural bearing capacity of the target connection part corresponding to the target design parameters is not less than the flexural bearing capacity of the target concrete, and the flexural bearing capacity of the target concrete is greater than the configured load effect design value.

[0015] Thirdly, an electronic device is provided, which includes a processor, a communication interface, a memory, and a communication bus, wherein the processor, the communication interface, and the memory communicate with each other through the communication bus; Memory, used to store computer programs; When a processor executes a program stored in memory, it implements any of the steps described in the first aspect above.

[0016] Fourthly, a computer-readable storage medium is provided, wherein a computer program is stored therein, and when executed by a processor, the computer program implements the steps of any of the methods described in the first aspect above.

[0017] This application provides a design method for the flexural resistance of prefabricated permanent formwork. The method includes: obtaining design parameters of the prefabricated permanent formwork to be manufactured; determining the flexural bearing capacity of the connection parts and the flexural bearing capacity of the concrete based on the design parameters; if the flexural bearing capacity of the connection parts is less than the flexural bearing capacity of the concrete, adjusting the design parameters to obtain target design parameters; when the target flexural bearing capacity of the connection parts corresponding to the target design parameters is not less than the target flexural bearing capacity of the concrete, and the target flexural bearing capacity of the concrete is greater than the configured load effect design value, the target design parameters are determined to meet the design standards. This method is designed based on multiple possible failure modes, aiming to more accurately reflect various complex situations that may occur in practical applications. By simplifying the compression zone of concrete and the tension zone of UHTCC material, the final formula is both concise and intuitive, and the parameters involved have clear physical meanings, facilitating rapid mastery and practical application by engineering technicians. Furthermore, this application helps optimize the design of the joint connections of prefabricated permanent formwork, ensuring a good balance between structural performance and economic benefits. Therefore, this application provides a scientific and practical tool for both improving structural safety and durability and controlling costs, helping engineers to fully anticipate and solve potential problems during the design phase, thereby improving the overall feasibility and reliability of the project. Attached Figure Description

[0018] To more clearly illustrate the technical solutions of the embodiments of this application, the accompanying drawings used in the embodiments of this application will be briefly introduced below. It should be understood that the following drawings only show some embodiments of this application and should not be regarded as a limitation of the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0019] Figure 1 A system architecture diagram of a design method for bending resistance of prefabricated permanent formwork provided in this application embodiment; Figure 2 A flowchart illustrating a design method for bending resistance of prefabricated permanent formwork provided in this application embodiment; Figure 3 Elevation view of a functional gradient beam with prefabricated permanent formwork as a protective layer provided in an embodiment of this application; Figure 4 A schematic diagram of cross-sectional analysis when the component node connection fails, as provided in an embodiment of this application; Figure 5 A schematic diagram of cross-sectional analysis of a component under concrete crushing failure as provided in an embodiment of this application; Figure 6This is a structural schematic diagram of a prefabricated permanent formwork bending resistance design device provided in an embodiment of this application; Figure 7 This is a schematic diagram of the structure of an electronic device provided in an embodiment of this application. Detailed Implementation

[0020] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of this application, and not all of the embodiments. Based on the embodiments of this application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of this application.

[0021] The prefabricated permanent formwork bending resistance design method provided in this application embodiment can be applied to... Figure 1 In the system architecture shown, such as Figure 1 As shown, the system may include a server and a terminal. The server can be a physical server, a server cluster consisting of multiple physical servers, or a distributed system. It can also be a cloud server providing basic cloud computing services such as cloud services, cloud databases, cloud computing, cloud functions, cloud storage, network services, cloud communication, middleware services, domain name services, security services, content delivery networks (CDNs), and big data and artificial intelligence platforms. The terminal may be a user equipment (UE) such as a mobile phone, smartphone, laptop, digital radio receiver, personal digital assistant (PDA), tablet computer (PAD), handheld device, in-vehicle device, wearable device, computing device, or other processing device connected to a wireless modem, mobile station (Mobile Station, MS), or mobile terminal. The terminal and server can be directly or indirectly connected via wired or wireless communication methods; this application does not limit the connection.

[0022] The terminal is used to obtain the design parameters of the prefabricated permanent template to be made and send the design parameters to the server; A server is used to receive design parameters for prefabricated permanent formwork in order to execute a bending resistance design method for prefabricated permanent formwork provided in this application.

[0023] There are two main challenges in designing the bending resistance of prefabricated permanent formwork: Complex Failure Modes Arising from Node Connections: Unlike monolithically cast permanent formwork, prefabricated formwork connects components through nodes. While this construction method offers construction flexibility, it also introduces more complex potential failure paths. Because the stiffness, strength, and interaction between each node and the main structure vary, accurately predicting and analyzing the failure behavior of the entire system becomes more difficult.

[0024] Considerations for the unique mechanical properties of UHTCC materials: Compared to traditional concrete, UHTCC materials exhibit significant strain hardening characteristics under tensile stress. This means that it can continue to withstand more deformation after cracks appear without immediately fracturing. Therefore, in structural design, in addition to traditional compressive properties, it is necessary to give special consideration to the tensile strength of UHTCC materials and their contribution to the overall structural stability and load-bearing capacity.

[0025] In summary, this application provides a design method for bending resistance of prefabricated permanent formwork, which solves the above-mentioned problems existing in the prior art and can improve the accuracy of structural design.

[0026] The preferred embodiments of this application are described below with reference to the accompanying drawings. It should be understood that the preferred embodiments described herein are for illustration and explanation only and are not intended to limit this application. Furthermore, the embodiments and features in the embodiments of this application can be combined with each other without conflict.

[0027] Figure 2 This is a flowchart illustrating a design method for anti-bending of prefabricated permanent formwork provided in an embodiment of this application. Figure 2 As shown, the method may include: Step S210: Obtain the design parameters of the prefabricated permanent template to be made.

[0028] Among them, combined Figure 3 As shown, the structure of the prefabricated permanent formwork includes a permanent formwork layer (UHTCC layer), a post-cast concrete layer, and a joint connection structure. The permanent formwork layer is prefabricated from ultra-high toughness cement-based composite material (UHTCC) and serves as a protective layer for the component. It has high ductility, low permeability and excellent crack control performance, and plays a role in the tension zone.

[0029] The post-cast concrete layer is the concrete part poured after the prefabricated permanent formwork is installed. It mainly bears the compressive load, and the performance of its compression zone directly affects the flexural bearing capacity of the component.

[0030] The node connection structure is used to connect key components of prefabricated permanent formwork and is an important part of ensuring the integrity of the structure; specifically, it can include connecting steel plates, connecting bolts, and welds.

[0031] The design parameters can be divided into three categories based on the structure of prefabricated permanent formwork: permanent formwork layer parameters, post-cast concrete layer parameters, and joint connection parameters.

[0032] The parameters of the permanent template layer may include: permanent template height and tensile strength, etc.

[0033] The parameters of the post-cast concrete layer may include: the height of the post-cast concrete, the compressive strength of the post-cast concrete, the parameters of the concrete compressive constitutive model, the peak compressive strain of the concrete, the ultimate compressive strain of the concrete, the first coefficient and the second coefficient of the concrete compression zone, and the height of the compression zone of the member. Among these, the parameters of the concrete compressive constitutive model are key parameters used to describe the stress-strain relationship characteristics of post-cast concrete under compression. When establishing the mechanical model of the concrete compression zone, the parameters of the concrete compressive constitutive model are used to quantify the nonlinear characteristics of the concrete compressive constitutive relationship. Since concrete is not an ideal elastic body during compression, its stress exhibits a specific nonlinear law with the increase of strain (such as the transition from the elastic stage to the plastic stage). The parameters of the concrete compressive constitutive model are a mathematically simplified expression of this law.

[0034] Node connection parameters may include: the ultimate tensile force that the connection part can withstand when it reaches the critical failure state (taking the minimum tensile force corresponding to the failure of the connecting steel plate, the shearing of the connecting bolt, and the failure of the weld).

[0035] Other parameters may include component width and total component height.

[0036] The component can be understood as a functionally graded concrete component with prefabricated permanent formwork as a protective layer; simply put, it is a concrete structural component that uses this prefabricated permanent formwork system.

[0037] Step S220: Based on the design parameters, determine the flexural bearing capacity of the connection parts of the prefabricated permanent formwork and the flexural bearing capacity of the concrete.

[0038] Specifically, the combination Figure 4 As shown, the first flexural strength algorithm is used to calculate the design parameters and obtain the flexural bearing capacity of the connection. Specifically, the first flexural strength algorithm is used to calculate the first and second coefficients of the concrete compression zone, compressive strength, tensile strength, the ultimate tensile force that the connection can withstand when it reaches the critical failure state, the height of the compression zone of the member, the width of the member, the total height of the member, the height of the permanent formwork, and the height of the post-poured concrete, thus obtaining the flexural bearing capacity of the connection. It can be understood that the flexural bearing capacity of the connection represents the flexural bearing capacity when the connection in the tension zone of the corresponding permanent formwork layer fails; that is, the maximum bending moment that the member can withstand when the connection (such as the opening in the connecting steel plate, the connecting bolt, the weld, etc.) fails due to the tensile force exceeding its limit.

[0039] The first bending resistance algorithm can be expressed as:

[0040] For the bending bearing capacity of the connection part, As the first coefficient, As the second coefficient, For compressive strength, For tensile strength, This refers to the ultimate tensile force that the connection can withstand when it reaches the critical failure state. The height of the compression zone of the component. For the width of the component, h The total height of the component. h t This is the permanent template height. h c This refers to the height of the post-poured concrete. These are the parameters of the concrete compression constitutive model.

[0041] Combined Figure 5 As shown, the configured second bending resistance algorithm is used to calculate the design parameters and obtain the concrete bending capacity. Specifically, the configured second bending resistance algorithm is used to calculate the first and second coefficients of the concrete compression zone, compressive strength, tensile strength, height of the compression zone, width of the member, total height of the member, height of the permanent formwork, yield strength of the connecting steel plate, cross-sectional area of ​​the connecting steel plate, and the amount of concrete poured, to obtain the concrete bending capacity. It can be understood that the concrete bending capacity corresponds to the bending capacity when the compression zone of the post-poured concrete layer crushes. In other words, it is the maximum bending moment that the member can withstand when the strain in the compression zone of the post-poured concrete reaches its ultimate strain and crushes.

[0042] The second bending resistance algorithm can be expressed as:

[0043] For the flexural bearing capacity of concrete, This represents the peak compressive strain of the concrete. This represents the ultimate compressive strain of concrete. To determine the yield strength of the connecting steel plates, This represents the cross-sectional area of ​​the connecting steel plates.

[0044] Furthermore, peak compressive strain of concrete refers to the strain corresponding to the peak compressive strength of post-cast concrete during the compression process, at which point the compressive stress of the concrete reaches its maximum value. Ultimate compressive strain of concrete refers to the maximum strain at which post-cast concrete undergoes crushing failure during the compression process. When the compressive strain of concrete reaches this value, crushing failure occurs in the compression zone.

[0045] Step S230: Compare the flexural bearing capacity of the connection part with the flexural bearing capacity of the concrete to obtain the comparison results, and determine the treatment method based on the comparison results.

[0046] Specifically, if the flexural bearing capacity of the connection is not less than the flexural bearing capacity of the concrete, and the flexural bearing capacity of the concrete is greater than the design value of the load effect, it indicates that during the bending process of the member, the compression zone of the post-cast concrete reaches its bearing limit first and undergoes crushing failure, while the non-connection parts (such as connecting steel plates, bolts, welds, etc.) fail first. This state meets the design requirements for the load-bearing performance of functional graded members, which can ensure the overall load-bearing capacity of the member, and reduce the amount of connecting steel plates and bolts while meeting the performance requirements, making the structure more economical. In other words, the design parameters meet the design standards.

[0047] If the flexural bearing capacity of the connection is less than that of the concrete, the design parameters are adjusted to obtain the target design parameters. Specifically, since the ultimate tensile force that a connection can withstand when it reaches its critical failure state is the minimum value corresponding to the failure of the connecting steel plate, the shearing of the connecting bolt, and the failure of the weld, if the ultimate tensile force is the tensile force when the connecting steel plate fails, it indicates that the failure is specifically the connecting steel plate; if the ultimate tensile force is the tensile force when the connecting bolt shears, it indicates that the failure is specifically the connecting bolt shearing; and if the ultimate tensile force is the tensile force when the weld fails, it indicates that the failure is specifically the weld. In summary, by comparing the tensile forces when each connecting component fails individually, the specific failure type can be determined, and the corresponding design parameters can be adjusted accordingly.

[0048] The adjustment process may include: A. When the connecting steel plate fails, the design parameters to be adjusted include the cross-sectional area of ​​the connecting steel plate and the yield strength of the connecting steel plate.

[0049] Specifically, the thickness (e.g., from 8mm to 10mm) or width (e.g., from 100mm to 120mm) of the connecting steel plate can be increased to enhance its tensile strength, thereby increasing the tensile force when the connecting steel plate fails; and / or, a higher strength grade of steel can be selected (e.g., from connecting steel plate yield strength Q235 to connecting steel plate yield strength Q355), which can withstand greater tensile force under the same cross-sectional dimensions, thus increasing the tensile force when the connecting steel plate fails.

[0050] In some embodiments, when When the difference is small, the thickness of the connecting steel plate can be increased slightly first. The thickness adjustment interval is 1mm. If the effect of fine-tuning the thickness is not good, the width of the connecting steel plate can be increased. The width adjustment interval is 10mm; when... At that time, thickness and strength are adjusted in tandem; the thickness is adjusted in 2mm increments, for example, increasing from 8mm to 10mm, while simultaneously changing the steel from Q235 to Q355. At the same time, the connecting steel plate is comprehensively strengthened; that is, the width of the connecting steel plate is increased from 100mm to 150mm, and the thickness is adjusted according to the thickness adjustment interval of 4mm, for example, from 8mm to 12mm. At the same time, low alloy high strength steel with a yield strength of 460MPa is selected for the connecting steel plate, so as to comprehensively improve the tensile strength of the connecting steel plate.

[0051] B. When the connecting screw shears, the adjusted design parameters include the diameter and material strength grade of the connecting screw. Increasing the screw diameter (e.g., from M16 to M20): Increases the cross-sectional area of ​​the screw, improving its shear resistance, thus increasing the tensile force when the screw shears, and consequently, the tensile force when the connecting screw shears. And / or, selecting a high-strength screw (e.g., changing from grade 8.8 to grade 10.9): At the same diameter, a high-strength screw has higher shear strength and can withstand greater tensile force, further increasing the tensile force when the connecting screw shears.

[0052] In some embodiments, when When changing the diameter of the connecting screw from M16 to M18, according to the bolt shear strength calculation formula, increasing the diameter increases the shear area, thus increasing the tensile force when the screw breaks, and consequently improving the tensile force when the connecting screw breaks. If the diameter adjustment is not effective, the screw can be changed from grade 8.8 to grade 9.8. Higher strength grade screws have increased allowable shear stress, improving the screw's shear resistance. Simultaneously, the screw diameter was increased from M16 to M20, and the strength grade was improved from 8.8 to 10.9, enhancing shear resistance through both screw size and material strength, thus increasing the tensile force at which the connecting screw breaks. Where structural space allowed, the number of screws was increased from 4 to 5. More screws can distribute the tensile force, improving the overall shear resistance of the connection. At the same time, the screw diameter was increased from M16 to M24, and a 12.9 grade ultra-high strength screw was selected. The number of screws was also increased from 4 to 6. Through multi-dimensional reinforcement, the shear resistance of the screw connection was significantly improved, increasing the tensile force when the connecting screw breaks.

[0053] C. When a weld fails, the design parameters to be adjusted include weld leg size, weld length, welding material strength grade, and welding parameters. Increasing the weld leg size (e.g., from 6mm to 8mm) or increasing the weld length increases the weld's stress-bearing area, improves its shear / tensile resistance, and increases the tensile force at weld failure. And / or, using higher strength welding materials (e.g., changing from E43 to E50 electrodes) increases the strength of the weld metal, enhances the weld's tensile strength, and increases the tensile force at weld failure. And / or, optimizing welding parameters ensures sufficient weld penetration by adjusting current and voltage (e.g., increasing penetration from 1mm to 2mm), increases weld filler volume, reduces welding defects, improves weld integrity, avoids premature failure, and indirectly increases the tensile force at weld failure.

[0054] In some embodiments, if the above parameter adjustments still do not satisfy M1≥M2, the tensile strength and height of the permanent formwork layer can be further adjusted; specifically, the height of the permanent formwork can be increased (e.g., from 100mm to 120mm): increasing the height of the permanent formwork layer enhances its overall tensile contribution. And / or, using UHTCC material with higher tensile strength improves the tensile bearing capacity of the permanent formwork layer, enhances its ability to share tensile forces at connection points, and indirectly improves the effective utilization of ultimate tensile force.

[0055] When the flexural bearing capacity of the target connection part corresponding to the target design parameters is not less than the flexural bearing capacity of the target concrete, and the flexural bearing capacity of the target concrete is greater than the configured load effect design value, the target design parameters are determined to meet the design standards.

[0056] The process of configuring the design values ​​of load effects includes: Based on the correspondence between different safety levels and different component coefficients, the target component coefficient corresponding to the safety level of the prefabricated permanent formwork configuration is determined. Determine the design value of the initial load effect based on the permanent load effect and the variable load effect; The initial load effect design value is adjusted by using the target component coefficient to obtain the load effect design value.

[0057] The expression for the design value M of the load effect is:

[0058] in, γ For the target component coefficient, γ Generally not less than 1.1 ，M 0 represents the initial load effect design value.

[0059] Furthermore, the expression for the design value of the initial load effect is:

[0060] in, γ Gj Here are the partial factors for the j-th type of permanent load effect. γ Qi For the partial factor of the i-th type of variable load effect, S Gjk Let j be the calculated value of the effect of the j-th type of permanent load. S Qik Let be the calculated value of the i-th type of variable load effect. γ li Let be the adjustment factor for the i-th type of variable load effect. φ ci This represents the combination value coefficient of the variable load effect.

[0061] In some embodiments, if the flexural bearing capacity of the connection is not less than the flexural bearing capacity of the concrete, but the flexural bearing capacity of the concrete is not greater than the configured design value of the load effect, the design parameters also need to be adjusted until the flexural bearing capacity of the connection is not less than the flexural bearing capacity of the concrete, and the flexural bearing capacity of the concrete is greater than the configured design value of the load effect.

[0062] This application provides a design method for the flexural resistance of prefabricated permanent formwork. The method includes: obtaining design parameters of the prefabricated permanent formwork to be manufactured; determining the flexural bearing capacity of the connection parts and the flexural bearing capacity of the concrete based on the design parameters; if the flexural bearing capacity of the connection parts is less than the flexural bearing capacity of the concrete, adjusting the design parameters to obtain target design parameters; when the target flexural bearing capacity of the connection parts corresponding to the target design parameters is not less than the target flexural bearing capacity of the concrete, and the target flexural bearing capacity of the concrete is greater than the configured load effect design value, the target design parameters are determined to meet the design standards. This method is designed based on multiple possible failure modes. By simplifying the compression zone of the concrete and the tension zone of the UHTCC material, the final formula is both concise and intuitive, and the parameters involved have clear physical meanings, facilitating rapid mastery and practical application by engineering technicians. Furthermore, this application helps optimize the design of the joint connections of prefabricated permanent formwork, ensuring a good balance between structural performance and economic benefits. Therefore, this application provides a scientific and practical method for both improving the safety and durability of structures and controlling costs, helping engineers to fully anticipate and solve potential problems during the design phase, thereby improving the feasibility and reliability of the overall project.

[0063] Corresponding to the above method, this application also provides a design device for anti-bending of prefabricated permanent formwork, such as... Figure 6 As shown, the device includes: Acquisition unit 610 is used to acquire the design parameters of the prefabricated permanent template to be manufactured; Based on the design parameters, determine the flexural bearing capacity of the connection parts of the prefabricated permanent formwork and the flexural bearing capacity of the concrete. The adjustment unit 620 is used to adjust the design parameters to obtain the target design parameters if the flexural bearing capacity of the connection part is less than the flexural bearing capacity of the concrete. The determining unit 630 is used to determine that the target design parameters meet the design standards when the flexural bearing capacity of the target connection part corresponding to the target design parameters is not less than the flexural bearing capacity of the target concrete, and the flexural bearing capacity of the target concrete is greater than the configured load effect design value.

[0064] The functions of each unit in the prefabricated permanent formwork bending resistance design device provided in the above embodiments of this application can be realized through the above-described methods and steps. Therefore, the specific working process and beneficial effects of each unit in the prefabricated permanent formwork bending resistance design device provided in the embodiments of this application will not be repeated here.

[0065] This application also provides an electronic device, such as... Figure 7 As shown, it includes a processor 710, a communication interface 720, a memory 730, and a communication bus 740, wherein the processor 710, the communication interface 720, and the memory 730 communicate with each other through the communication bus 740.

[0066] Memory 730 is used to store computer programs; When the processor 710 executes the program stored in the memory 730, it performs the following steps: Obtain the design parameters of the prefabricated permanent template to be produced; Based on the design parameters, determine the flexural bearing capacity of the connection parts of the prefabricated permanent formwork and the flexural bearing capacity of the concrete. If the flexural bearing capacity of the connection part is less than the flexural bearing capacity of the concrete, the design parameters are adjusted to obtain the target design parameters; When the flexural bearing capacity of the target connection corresponding to the target design parameter is not less than the flexural bearing capacity of the target concrete, and the flexural bearing capacity of the target concrete is greater than the configured load effect design value, the target design parameter is determined to meet the design standard.

[0067] The communication bus mentioned above can be a Peripheral Component Interconnect (PCI) bus or an Extended Industry Standard Architecture (EISA) bus, etc. This communication bus can be divided into address bus, data bus, control bus, etc. For ease of illustration, only one thick line is used to represent it in the diagram, but this does not mean that there is only one bus or one type of bus.

[0068] The communication interface is used for communication between the aforementioned electronic devices and other devices.

[0069] The memory may include random access memory (RAM) or non-volatile memory (NVM), such as at least one disk storage device. Optionally, the memory may also be at least one storage device located remotely from the aforementioned processor.

[0070] The processors mentioned above can be general-purpose processors, including central processing units (CPUs), network processors (NPs), etc.; they can also be digital signal processors (DSPs), application-specific integrated circuits (ASICs), field-programmable gate arrays (FPGAs), or other programmable logic devices, discrete gate or transistor logic devices, or discrete hardware components.

[0071] The implementation methods and beneficial effects of the various components of the electronic device in the above embodiments for solving the problem can be found in [reference needed]. Figure 2 The steps in the illustrated embodiments are used to implement the electronic device. Therefore, the specific working process and beneficial effects of the electronic device provided in this application will not be repeated here.

[0072] In another embodiment provided in this application, a computer-readable storage medium is also provided, which stores instructions that, when executed on a computer, cause the computer to perform a prefabricated permanent template bending resistance design method as described in any of the above embodiments.

[0073] In another embodiment provided in this application, a computer program product containing instructions is also provided, which, when run on a computer, causes the computer to execute a prefabricated permanent template bending resistance design method as described in any of the above embodiments.

[0074] Those skilled in the art will understand that the embodiments in this application can be provided as methods, systems, or computer program products. Therefore, the embodiments in this application can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the embodiments in this application can take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0075] This application describes embodiments of methods, apparatus (systems), and computer program products according to embodiments of this application with reference to flowchart illustrations and / or block diagrams. It will be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart illustrations. Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0076] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0077] These computer program instructions may also be loaded onto a computer or other programmable data processing equipment to cause a series of operational steps to be performed on the computer or other programmable equipment to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable equipment for implementing the process. Figure 1 One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.

[0078] Unless otherwise defined, the technical or scientific terms used in this application shall have the ordinary meaning understood by one of ordinary skill in the art to which this invention pertains. The terms "first," "second," and similar terms used in this application do not indicate any order, quantity, or importance, but are merely used to distinguish different components. Terms such as "comprising" or "including" mean that the element or object preceding the word encompasses the elements or objects listed following the word and their equivalents, without excluding other elements or objects. Terms such as "connected," "coupled," or "linked" are not limited to physical or mechanical connections, but can include electrical connections, whether direct or indirect. Terms such as "upper," "lower," "left," and "right" are used only to indicate relative positional relationships; when the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0079] Although preferred embodiments have been described in this application, those skilled in the art, upon learning the basic inventive concept, can make other changes and modifications to these embodiments. Therefore, the embodiments in this application are intended to be interpreted as including the preferred embodiments as well as all changes and modifications falling within the scope of the embodiments in this application.

[0080] Obviously, those skilled in the art can make various modifications and variations to the embodiments of this application without departing from the spirit and scope of the embodiments of this application. Therefore, if these modifications and variations to the embodiments of this application fall within the scope of the embodiments of this application and their equivalents, then these modifications and variations are also intended to be included in the embodiments of this application.

Claims

1. A design method for bending resistance of prefabricated permanent formwork, characterized in that, The method includes: Obtain the design parameters of the prefabricated permanent template to be produced; Based on the design parameters, determine the flexural bearing capacity of the connection parts of the prefabricated permanent formwork and the flexural bearing capacity of the concrete. If the flexural bearing capacity of the connection part is less than the flexural bearing capacity of the concrete, the design parameters are adjusted to obtain the target design parameters; When the flexural bearing capacity of the target connection corresponding to the target design parameter is not less than the flexural bearing capacity of the target concrete, and the flexural bearing capacity of the target concrete is greater than the configured load effect design value, the target design parameter is determined to meet the design standard.

2. The method as described in claim 1, characterized in that, Based on the design parameters, the flexural bearing capacity of the connection parts and the flexural bearing capacity of the concrete in the prefabricated permanent formwork are determined, including: The first flexural resistance algorithm is used to calculate the design parameters and obtain the flexural bearing capacity of the connection part. The second flexural resistance algorithm is used to calculate the design parameters and obtain the flexural bearing capacity of the concrete.

3. The method as described in claim 2, characterized in that, The design parameters include: the first and second coefficients of the concrete compression zone, compressive strength, tensile strength, the ultimate tensile force that the connection can withstand when it reaches the critical failure state, the height of the compression zone of the component, the width of the component, the total height of the component, the height of the permanent formwork, the height of the post-poured concrete, the yield strength of the connecting steel plate, and the cross-sectional area of ​​the connecting steel plate.

4. The method as described in claim 3, characterized in that, Using the configured first bending resistance algorithm, the design parameters are calculated to obtain the bending bearing capacity of the connection part, including: Using the configured first bending resistance algorithm, the first and second coefficients of the concrete compression zone, compressive strength, tensile strength, ultimate tensile force that the connection can withstand when it reaches the critical failure state, height of the compression zone of the component, width of the component, total height of the component, height of the permanent formwork, and height of the post-poured concrete are calculated to obtain the bending bearing capacity of the connection.

5. The method as described in claim 3, characterized in that, The second flexural resistance algorithm is used to calculate the design parameters and obtain the flexural bearing capacity of the concrete, including: Using the configured second bending resistance algorithm, the first and second coefficients of the concrete compression zone, compressive strength, tensile strength, height of the compression zone of the member, member width, total member height, permanent formwork height, yield strength of the connecting steel plate, cross-sectional area of ​​the connecting steel plate, and concrete pouring are calculated to obtain the concrete bending bearing capacity.

6. The method as described in claim 1, characterized in that, The process of configuring the design values ​​of the load effects includes: Based on the correspondence between different safety levels and different component coefficients, the target component coefficient corresponding to the safety level of the prefabricated permanent formwork configuration is determined. Determine the design value of the initial load effect based on the permanent load effect and the variable load effect; The initial load effect design value is adjusted using the target component coefficient to obtain the load effect design value.

7. The method as described in claim 6, characterized in that, The expression for the design value of the initial load effect is: in, γ Gj Here is the partial factor for the j-th type of permanent load effect. γ Qi For the partial factor of the i-th type of variable load effect, S Gjk Let j be the calculated value of the effect of the j-th type of permanent load. S Qik Let be the calculated value of the i-th type of variable load effect. γ li Let be the adjustment factor for the i-th type of variable load effect. φ ci This represents the combination value coefficient of the variable load effect.

8. A prefabricated permanent formwork bending resistance design device, characterized in that, The device includes: The acquisition unit is used to acquire the design parameters of the prefabricated permanent template to be manufactured. Based on the design parameters, determine the flexural bearing capacity of the connection parts of the prefabricated permanent formwork and the flexural bearing capacity of the concrete. An adjustment unit is used to adjust the design parameters to obtain the target design parameters if the flexural bearing capacity of the connection part is less than the flexural bearing capacity of the concrete. The determining unit is used to determine that the target design parameters meet the design standards when the flexural bearing capacity of the target connection part corresponding to the target design parameters is not less than the flexural bearing capacity of the target concrete, and the flexural bearing capacity of the target concrete is greater than the configured load effect design value.

9. An electronic device, characterized in that, The electronic device includes a processor, a communication interface, a memory, and a communication bus, wherein the processor, the communication interface, and the memory communicate with each other through the communication bus; Memory, used to store computer programs; A processor, when executing a program stored in memory, implements the steps of the method according to any one of claims 1-7.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a computer program that, when executed by a processor, implements the steps of the method described in any one of claims 1-7.

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