Design method of steel formwork for tunnel lining concrete pouring and related products
By simplifying the load-bearing structure of steel formwork into a beam element mechanical model and verifying its strength and stiffness, the problems of high design complexity and material waste in existing technologies are solved, realizing efficient and economical steel formwork design and ensuring the safety and economy of tunnel construction.
Patent Information
- Application Number
- CN202511607284.5
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-11-05
- Publication Date
- 2026-02-06
AI Technical Summary
Existing steel formwork design methods struggle to balance safety and economy. Complex mechanical analysis tools are time-consuming and inconvenient to use, while experience-based designs are overly conservative and lead to material waste.
The steel formwork structure is simplified into a beam element mechanical model, and the strength and stiffness are checked by computer program. This simplifies the design process and accurately reflects the actual stress state. By combining the conversion between line load and surface load, the accuracy and efficiency of the design are ensured.
This approach achieves the goals of reducing design complexity, improving design accuracy and economy, avoiding material waste, and optimizing resource utilization while ensuring structural safety and reliability.
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Abstract
Description
TECHNICAL FIELD
[0001] The present application relates to the technical field of tunnel engineering construction, in particular to a design method of a steel formwork for tunnel lining concrete pouring and related products. BACKGROUND
[0002] In modern tunnel and underground engineering construction, concrete lining is a key process to ensure the stability and safety of tunnel structure. As the core load-bearing component of the lining trolley, the structural performance of the steel formwork directly determines the construction quality, engineering safety and economic benefits of the concrete lining. The steel formwork needs to withstand the huge self-weight and lateral pressure of freshly mixed concrete, as well as the impact load generated during pouring.
[0003] In the prior art, there are various design methods for steel formwork. Some design schemes mainly rely on engineering experience and simplified mechanical models, and use a larger safety factor to ensure the reliability of the structure. Although this method can ensure safety to some extent, it often leads to over-conservative design, resulting in waste of steel, increasing the self-weight and manufacturing cost of the trolley, and is not conducive to economic control.
[0004] Other design schemes use more complex mechanical analysis tools, such as finite element analysis software, to conduct comprehensive stress and strain analysis of the steel formwork. Although this method can obtain accurate calculation results, the modeling process is complex, the calculation period is long, and the professional skills of the designer are required, which is not convenient and efficient in the initial design or optimization stage of the project that requires quick response and scheme adjustment. SUMMARY
[0005] To solve the above technical problems, the present application provides a design method for a steel formwork for tunnel lining concrete pouring and related products, which can accurately reflect the main stress characteristics of the steel formwork, and has the characteristics of simple calculation, high efficiency and quickness under the premise of ensuring structural safety and reliability.
[0006] The present application is realized by the following technical solutions:
[0007] A design method for a steel formwork for tunnel lining concrete pouring, comprising:
[0008] S1: determining a stress analysis unit of the steel formwork, the stress analysis unit being the area of the steel formwork expected to be most stressed during use;
[0009] S2: calculating a design total load acting on the stress analysis unit, the design total load including a concrete self-weight load and a construction additional load;
[0010] S3: Simplify the stress analysis unit into a beam element mechanical model according to the structural characteristics of the face plate and the reinforcing rib of the steel formwork; convert the design total load distributed in a plane into a line load distributed in a line, and apply the line load on the beam element mechanical model;
[0011] S4: Perform strength checking and stiffness checking on the steel formwork based on the beam element mechanical model and the line load, and determine whether the design of the steel formwork meets the preset strength and stiffness requirements.
[0012] Optionally, the stress analysis unit is a top region of the steel formwork.
[0013] Optionally, the design total load is a sum of the concrete self-weight load and the construction additional load: is the design total load, is the concrete self-weight load, is the construction additional load.
[0014] Optionally, in step S3, the method of simplifying the stress analysis unit into a beam element mechanical model comprises:
[0015] regarding part of the face plate and one or more reinforcing ribs connected thereto in the stress analysis unit as a combined section;
[0016] calculating the centroid position and the moment of inertia of the combined section, and establishing the beam element mechanical model.
[0017] Optionally, the centroid position coordinates of the combined section are calculated by the following formula: is the centroid coordinates of the combined section; is the area of each part of the combined section; is the coordinates of the centroid of each part of the section;
[0018] The moment of inertia of the combined section is calculated by the following formula: is the moment of inertia of each part of the combined section around its centroid axis; is the distance from the centroid of each part of the section to the centroid axis of the combined section.
[0019] Optionally, the method of converting the design total load distributed in a plane into a line load distributed in a line comprises:
[0020] The design total load is multiplied by the spacing between adjacent reinforcing bars to obtain a line load acting on a single beam unit mechanical model: wherein, is the line load; is the design total load; is the spacing between adjacent reinforcing bars.
[0021] Optionally, the method of strength checking in step S4 comprises: calculating the maximum bending stress on the beam unit mechanical model by the following formula: and determining whether the maximum bending stress is less than a preset material allowable stress ; wherein, is the maximum bending moment generated under the line load, is the sectional resistance moment of the beam unit mechanical model;
[0022] The method of rigidity checking in step S4 comprises: calculating the maximum deflection on the beam unit mechanical model by the following formula: and determining whether the maximum deflection is less than a preset allowable deflection ; wherein, is the line load, is the span of the beam unit mechanical model, is the elastic modulus of the steel formwork material, is the moment of inertia of the beam unit mechanical model.
[0023] Optionally, the maximum bending moment , the sectional resistance moment wherein, is the vertical distance from the neutral axis of the combined section of the beam unit mechanical model to its outermost edge.
[0024] A computer readable storage medium stores a computer program, and the computer program is executed by a processor to implement the design method of the steel formwork for tunnel lining concrete pouring as described above.
[0025] A computer program product comprises a computer program / instruction, and the computer program / instruction is executed by a processor to implement the design method of the steel formwork for tunnel lining concrete pouring as described above.
[0026] Compared with the prior art, the present application has the following advantages and beneficial effects:
[0027] The application simplifies the stress structure of the steel formwork into a beam unit mechanical model, and calculates the key mechanical parameters of the model, thereby reducing the calculation complexity of the design; meanwhile, the surface load and the linear load are associated and converted, so that the design model can accurately reflect the actual stress state of the steel formwork, and compared with the design method depending on experience only, the accuracy and reliability of the design are improved; finally, the strength and stiffness are checked, so that the material waste and cost increase caused by excessive conservative design are avoided under the premise of ensuring the safety of the structure, and a good balance between the safety and economy of the design is achieved.
[0028] The application provides a steel formwork design method with accuracy, efficiency and economy, which simplifies the complex engineering problem into a clear mechanical model and calculation steps, not only effectively ensures the safety and reliability of the tunnel construction, but also optimizes the resource utilization, and provides a practical technical solution. BRIEF DESCRIPTION OF DRAWINGS
[0029] The accompanying drawings illustrate exemplary embodiments of the present application and together with the general description of the application given above and the detailed description of the application given below, serve to explain the principles of the present application. These drawings should be understood as being merely illustrative of the application and should not be considered as limiting the scope of the application.
[0030] Figure 1 is a flowchart of a design method of a steel formwork for tunnel lining concrete pouring according to the application.
[0031] Figure 2 is a stress schematic diagram of the steel formwork in Example Three according to the application.
[0032] Figure 3 is a stress diagram of the simplified beam unit mechanical model in Example Three according to the application and is treated as a simply supported beam.
[0033] Figure 4 is a cross-sectional schematic diagram of the beam in Example Three according to the application. DETAILED DESCRIPTION
[0034] To make the objectives, technical solutions and advantages of the present application clearer, further detailed description will be made to the present application in combination with the drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the related content, but not to limit the present application.
[0035] In addition, it should be further explained that only the parts related to the present application are shown in the drawings for convenience of description.
[0036] The embodiments in the present application and the features in the embodiments can be combined with each other in the case of no conflict. The present application will be described in detail below with reference to the drawings and in combination with the embodiments.
[0037] Embodiment one
[0038] The embodiment provides a design method of a steel formwork for tunnel lining concrete pouring, comprising the following steps:
[0039] S1: determining a stress analysis unit of the steel formwork, the stress analysis unit being a region of the steel formwork expected to bear the maximum stress in use. The stress analysis unit is a top region of the steel formwork.
[0040] In the concrete pouring process, the pressures borne by different regions of the steel formwork are not uniformly distributed due to gravity and construction disturbance. Generally, the top central region of the formwork bears the maximum concrete dead weight and impact force. Therefore, the most severe stress region is selected as the stress analysis unit for subsequent calculation, that is, the safety of the most dangerous region is ensured to guarantee the safety of the overall structure.
[0041] S2: calculating a design total load acting on the stress analysis unit, the design total load comprising a concrete dead weight load and a construction additional load.
[0042] The concrete dead weight load is the persistent pressure of the freshly mixed concrete on the formwork due to its own gravity. The construction additional load refers to the non-persistent additional forces such as impact force and vibration force generated in the concrete pouring and vibrating process. The total load value for structure checking is obtained by calculating and superimposing the two main loads.
[0043] S3: simplifying the stress analysis unit into a beam element mechanical model according to the structural characteristics of the panel and the reinforcing rib of the steel formwork.
[0044] According to the structural characteristics that the steel formwork is usually welded from a panel and a back reinforcing rib (such as angle steel, channel steel, etc.), the stress analysis unit is abstracted and simplified into a beam element mechanical model from the physical structure, so that the complex plate-rib combined structure is regarded as an equivalent beam body with specific cross-section characteristics, and the complexity of analysis is simplified.
[0045] The design total load distributed in a plane is converted into a linear load distributed in a line, and the linear load is applied to the beam element mechanical model.
[0046] The total load calculated in step S2 is essentially a "plane distribution" load uniformly distributed on the surface of the formwork in the form of pressure. The analysis of the beam element mechanical model requires a "linear distribution" load distributed along the length direction of the beam. Therefore, the plane load is equivalent to the linear load acting on the beam element, realizing the matching between the physical model and the calculation model.
[0047] S4: Strength and stiffness checking of the steel formwork based on the beam element mechanics model and the line load, to determine whether the design of the steel formwork meets the preset strength and stiffness requirements.
[0048] Strength checking: The maximum stress generated inside the formwork structure is less than the ultimate limit that the material can withstand (i.e., allowable stress), preventing the structure from breaking and damaging.
[0049] Stiffness checking: The maximum deformation (i.e., deflection) of the formwork under the action of load is within the allowable range, preventing excessive deformation that affects the forming quality of the concrete lining.
[0050] Only when both strength and stiffness meet the preset design requirements, the design scheme of the steel formwork is determined to be qualified.
[0051] Example Two
[0052] This example details the implementation of Example One.
[0053] In step S2, a specific implementation of the calculation method of the design total load is performed. This example uses the direct summation method, and the design total load is the sum of the concrete self-weight load and the construction additional load: wherein, is the design total load, is the concrete self-weight load, is the construction additional load.
[0054] In step S3, a "combined section" that can equivalently reflect the mechanical properties of the plate-bar combined structure is constructed, i.e., a piece of panel and one or more reinforcing bars (such as angle steel) welded to its back are considered as an indivisible whole in the cross section. Part of the panel and one or more reinforcing bars connected to it within the stress analysis unit are collectively considered as a combined section.
[0055] This is achieved by calculating two key cross-sectional geometric parameters: the centroid position of the combined section and the moment of inertia.
[0056] The centroid position coordinates of the combined section are calculated by the following formula: wherein, and are the centroid coordinates of the combined section; is the area of each part of the section that constitutes the combined section; and are the coordinates of the centroid of each part of the section; the centroid is the geometric center of the section. When the beam is in bending, the axis (i.e., the neutral axis) where the centroid is located is the position where the strain is zero.
[0057] The moment of inertia of the combined section is calculated by the following formula: wherein, is the moment of inertia of each partial cross section itself around its centroidal axis; is the distance of the centroid of each partial cross section to the centroidal axis of the combined cross section; the moment of inertia is a core physical quantity that measures the ability of a beam cross section to resist bending deformation, and the greater the value, the stronger the ability to resist bending.
[0058] The reinforcing bars of the steel formwork are usually arranged in parallel at certain intervals. Therefore, it can be considered that each reinforcing bar mainly bears the load on the panel within the range of half the interval width on both sides. The linear load acting on a single beam unit (i.e., a panel-bar combination) in this embodiment is determined as The linear load acting on the single beam unit mechanical model is obtained by multiplying the design total load by the interval between adjacent reinforcing bars: wherein, is the linear load; is the design total load; is the interval between adjacent reinforcing bars.
[0059] In S4, the established beam unit mechanical model is finally checked to ensure that the design of the steel formwork meets the requirements in terms of safety and functionality.
[0060] The purpose of strength checking is to verify whether the stress of the internal materials of the formwork structure when bearing the design total load is within the safe range. The method includes: calculating the maximum bending stress on the beam unit mechanical model by the following formula: and determining whether the maximum bending stress is less than the preset material allowable stress ; only when the calculated maximum bending stress is less than the allowable stress, it indicates that the formwork will not be permanently deformed or broken due to excessive stress, and the strength checking is passed. is the maximum bending moment generated under the action of the linear load, , is the section resistance moment of the beam unit mechanical model, wherein, is the vertical distance from the neutral axis of the combined cross section of the beam unit mechanical model to its outermost edge, representing the vertical distance from the centroidal axis (i.e., the neutral axis) of the combined cross section to the outermost edge (usually the side with the most serious tension or compression) of the cross section.
[0061] The purpose of stiffness checking is to verify whether the physical deformation of the formwork structure when bearing the load is within the allowable process range to ensure the molding quality of the concrete; the method includes: calculating the maximum deflection on the beam unit mechanical model by the following formula: and determining whether the maximum deflection is less than the preset allowable deflection ; in the formula, L is the line load, L is the span of the beam element model, i.e. the distance between the two support points at the ends of the beam element model. E is the elastic modulus of the steel formwork material, I is the moment of inertia of the beam element model.
[0062] Example Three
[0063] This example provides a specific example.
[0064] The steel formwork is mainly composed of a panel, flanges, support angle steel, vertical reinforcement plate, and movable hinges. The movable hinges divide the steel formwork into several segments, which are combined into a whole by connecting bolts.
[0065] The steel formwork is divided into a top form, left and right side forms, and an outer form. The top form is subjected to greater stress and has higher structural requirements than the side forms because it is subjected to the pressure of the concrete self-weight and construction load. The side forms are not subjected to the concrete self-weight and are only subjected to the lateral pressure of the concrete and working load, so the load is smaller. Therefore, the strength analysis of the formwork only considers the top form.
[0066] When lining, the formwork is subjected to the concrete self-weight and the lateral pressure of the side wall, and the overall strength of the formwork is provided by the flanges, angle steel, and panel, as well as the support of the top form body and the jack, to ensure the absolute reliability of the formwork during operation.
[0067] The trolley is a rectangular solid in the longitudinal direction, but it is composed of multiple 1.5-meter-high rectangular solids. Through the following calculations, it is known that the rigidity of the support of the formwork body under the formwork and the flanges and panel is sufficient. The panel is made of a 1500mm wide and 5mm thick steel plate. Since the maximum stress of the formwork is at the top position, the mechanical model of the top 1.5-meter-long and 1.5-meter-wide portion is taken for stress analysis and strength checking, and the stress is as shown in Figure 2 .
[0068] This portion of the load is composed of two parts: the self-weight of the concrete and the pressure of the concrete when it falls. However, the value of this value is uncertain, and it is greatly related to the falling speed of the concrete. If the concrete has been filled and the operator still delivers the concrete by the delivery pump, it is very likely to cause deformation of the formwork. Due to the influence of the length and height variation of the delivery pipe, there is currently no theoretical and experimental data available for reference to determine the actual pressure at the top. Accordingly, the operator must timely master and control the pouring situation, determine whether it has been filled according to the operation experience, and stop pouring in time.
[0069] For the convenience of design calculation, the two parts of the load are quantified in this example:
[0070] Calculation of the self-weight load of the concrete :
[0071] Assumed design concrete lining thickness .
[0072] Adopted reinforced concrete unit weight .
[0073] According to the above parameters, the self-weight load of concrete per unit area is calculated as: .
[0074] Construction additional load :
[0075] Considering the impact of concrete on the formwork when entering the warehouse, according to engineering design experience, the value in this embodiment is .
[0076] Therefore, the total design load acting on the stress analysis unit is the sum of the above two parts: .
[0077] Since the inner surface of the formwork has a reinforcing angle steel every 250 mm, we can simplify it into a beam element every 250 mm for processing. Convert the aforementioned calculated surface load into a line load acting on a single beam element . The conversion method is to multiply the surface load by the width of the beam element, that is, the spacing of the reinforcing bars: , and calculate by substituting the numerical value: .
[0078] Take a beam for analysis, the simplified beam element mechanical model is treated as a simply supported beam, and its stress diagram is shown in Figure 3 , because both sides are supported by 300 mm high arc plates and vertical plates, and the cross section of the beam is shown in Figure 4 .
[0079] To calculate the bending stress of the beam, the centroid of the cross section of the beam must be calculated first. The cross section is a combination of angle steel 90*56*6 and 1500 mm*8 mm. According to the drawing coordinate system, the coordinates of the centroid of the combined cross section are calculated.
[0080] According to the table, the cross-sectional area of angle steel 90*56*6 is , and its moment of inertia around the centroid axis is . In this calculation, the effective cross-sectional size of the panel participating in the combination is taken as .
[0081] .
[0082] .
[0083] According to the parallel axis theorem (i.e. parallel translation formula), the inertia moments of the panel and the angle steel around their own centroid axes are added to the shift inertia moments of the respective axes due to translation, and the total inertia moment of the combined section around its centroid axis is obtained . According to the specific numerical values of the present embodiment, the calculation process is as follows: .
[0084] After the model is established and the parameters are calculated, the final strength and stiffness of the beam element are checked.
[0085] The flexural section modulus is a parameter for measuring the ability of the section to resist bending moment. According to the centroid position, the flexural section modulus of the upper and lower edges of the section can be calculated: When checking, the smaller value of the two should be taken for stress calculation.
[0086] The maximum bending moment of a simply supported beam under uniform load is located at the midspan, and its calculation formula is: Substitute the known linear load and the length of the beam into the formula: .
[0087] The maximum bending stress of the beam is: For ordinary A3 steel, the allowable stress . Since the calculated maximum bending stress , the strength of the beam element meets the design requirements.
[0088] According to the maximum displacement (deflection) formula of a simply supported beam under uniform load: Substitute the parameters:
[0089] Linear load ;
[0090] Length of beam ;
[0091] Elastic modulus of steel ;
[0092] Inertia moment of section ;
[0093] .
[0094] Usually, the allowable value of formwork deformation (allowable deflection) required in engineering specifications is much larger than this calculated value. Since the calculated maximum deformation is , which is much smaller than the general engineering allowable value, the stiffness of the formwork meets the design requirements.
[0095] Example Four
[0096] A computer readable storage medium storing a computer program, the computer program, when executed by a processor, implements the method for designing a steel formwork for tunnel lining concrete pouring as described above.
[0097] Without loss of generality, the computer readable medium can include computer storage media and communication media. Computer storage media include volatile and non-volatile, removable and non-removable media implemented in any method or technology for storage of information such as computer readable instructions data structures, program modules or other data. Computer storage media include RAM, ROM, EPROM, EEPROM, flash memory or other solid state memory technology, CD-ROM, DVD or other optical storage, magnetic cassettes, magnetic tapes, magnetic disk storage or other magnetic storage devices. Of course, those skilled in the art will know that computer storage media are not limited to the above. The system memory and mass storage device described above can be collectively referred to as memory.
[0098] A computer program product, comprising computer programs / instructions, which, when executed by a processor, implement the method for designing a steel formwork for tunnel lining concrete pouring as described above.
[0099] A computer program product includes a computer program or instruction set for performing a specific task or implementing a specific function. These programs or instructions are designed to be executed by a processor, thereby implementing a series of predefined steps or operations. The program product can be stored in various forms of computer storage media, such as memory, hard disk, solid state drive, optical disk or other forms of digital storage devices. It can exist in the form of compiled binary code or in the form of scripts or bytecodes executable by an interpreter. The program product, through carefully designed algorithms and logical instructions, enables the processor to process data in a specific order and manner, complete various functions such as data analysis, user interaction, device control, etc.
[0100] In the description of the present specification, the description of the terms "one embodiment / way", "some embodiments / ways", "example", "specific example", or "some examples" and the like means that the specific features, structures, materials or characteristics described in conjunction with the embodiment / way or example are included in at least one embodiment / way or example of the present application. In the present specification, the illustrative description of the above terms is not necessarily directed to the same embodiment / way or example. Moreover, the specific features, structures, materials or characteristics described can be combined in any appropriate manner in any one or more embodiments / ways or examples. In addition, the skilled in the art can combine and combine the different embodiments / ways or examples described in the present specification and the features of the different embodiments / ways or examples without contradiction.
[0101] Furthermore, the terms "first", "second", etc. are used herein for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, features defined with "first", "second" etc. can explicitly or implicitly include at least one of such features. In the description of the application, the meaning of "plurality" is at least two, for example two, three, etc., unless explicitly and specifically defined otherwise.
[0102] Those skilled in the art will understand that the above-mentioned embodiments are merely intended to clearly illustrate the present application, and are not intended to limit the scope of the present application. Other changes or modifications can be made by those skilled in the art on the basis of the above-mentioned application, and these changes or modifications are still within the scope of the present application.
Claims
1. A method of designing a steel form for tunnel lining concrete placement, characterized in that, The method comprises the following steps: S1: determining a stress analysis unit of a steel formwork, the stress analysis unit being a region of the steel formwork where the stress is expected to be the largest when the steel formwork is in use; S2: calculating a design total load acting on the stress analysis unit, the design total load comprising a concrete dead load and a construction additional load; S3: simplifying the stress analysis unit into a beam unit mechanical model according to structural features of a panel and a reinforcing rib of the steel formwork; converting the design total load distributed in a planar manner into a linear load distributed in a linear manner, and applying the linear load on the beam unit mechanical model; S4: performing strength checking and stiffness checking on the steel formwork based on the beam unit mechanical model and the linear load, and determining whether the design of the steel formwork meets preset strength and stiffness requirements.
2. The method of designing a steel form for tunnel lining concrete placement according to claim 1, wherein The stress analysis unit is a top region of the steel formwork.
3. The method of designing a steel form for tunnel lining concrete placement according to claim 1, wherein The design total load is the sum of the concrete self-weight load and the construction additional load: wherein, is the design total load, is the concrete self-weight load, is the construction additional load.
4. The method of designing a steel form for tunnel lining concrete placement according to claim 1, wherein In step S3, the method of simplifying the stress analysis unit into a beam unit mechanical model comprises: regarding part of the panel and one or more reinforcing ribs connected thereto in the stress analysis unit as a combined cross section; calculating a centroid position and a moment of inertia of the combined cross section, and establishing the beam unit mechanical model.
5. The method of designing a steel form for tunnel lining concrete placement according to claim 4, wherein The centroid position coordinates of the combined cross section are calculated by the following formula: wherein and are the centroid coordinates of the combined cross section; are the areas of the individual cross sections that make up the combined cross section; and are the coordinates of the respective centroids of the individual cross sections. The moment of inertia of the combined section is calculated by the formula: wherein is the moment of inertia of each of the partial sections about its own centroidal axis; is the distance of the centroid of the partial section to the centroidal axis of the combined section.
6. The method of designing a steel form for tunnel lining concrete placement according to claim 1, wherein The method of converting the design total load distributed in a planar manner into a linear load distributed in a linear manner comprises: multiplying the design total load by the spacing between adjacent said reinforcement bars to obtain a line load acting on a single said beam element mechanical model: wherein, is the line load; is the design total load; is the spacing between adjacent said reinforcement bars.
7. The method of designing a steel form for tunnel lining concrete placement according to claim 1, wherein The method of intensity checking in step S4 comprises: calculating the maximum bending stress on the beam unit mechanical model by the following formula: and judging whether the maximum bending stress is less than the preset material allowable stress ; wherein, is the maximum bending moment generated under the linear load, is the section resistance moment of the beam unit mechanical model. The method for checking rigidity in step S4 comprises: calculating the maximum deflection on the beam unit mechanical model by the following formula: and judging whether the maximum deflection is less than the preset allowable deflection ; in the formula, is the linear load, is the span of the beam unit mechanical model, is the elastic modulus of the steel formwork material, is the moment of inertia of the beam unit mechanical model.
8. A method of designing a steel form for tunnel lining concrete placement according to claim 7, wherein the maximum bending moment the section modulus wherein, is the vertical distance from the combined section neutral axis of the beam element mechanical model to its outermost edge.
9. A computer-readable storage medium storing a computer program, the computer program comprising instructions that, when executed by a computer, cause the computer to perform the method of any one of claims 1 to 8. The computer program is executed by a processor to implement the design method of the steel formwork for tunnel lining concrete pouring according to any one of claims 1-8.
10. A computer program product comprising computer programs / instructions, characterized in that, The computer program / instructions are executed by a processor to implement the design method of the steel formwork for tunnel lining concrete pouring according to any one of claims 1-8.