Regional concrete beam and slab formwork and supporting system optimization design method

Abstract

The invention provides a regional concrete beam and slab formwork and supporting system optimization design method. Firstly, initial database parameter information is set, parameter information of beams and plates is extracted through Revit software, and the information is preset; establishing a main ridge optimization model of the beam side formwork, comparing a calculated value with a limit value, and dynamically adjusting the number of supports to meet standard requirements; the number of beam bottom transverse vertical rods is determined, the distance between beam bottom longitudinal vertical rods is optimized, and it is ensured that all conditions meet the limit value standard; setting the limit spacing of the vertical rods at the bottom of the plate, and gradually adjusting parameters to meet the design requirements of stress values and bearing capacity. And finally, in Revit software, according to concrete beam and plate information and preset information, utilizing the optimal template configuration data to construct a complete template and support system. According to the whole process, from data initialization to specific component optimization to final result application, automatic design and optimization of the concrete beam, the plate formwork and the supporting system are achieved, and the design efficiency and precision are remarkably improved.

Description

Technical Field

[0001] The present invention belongs to the technical field of computer-aided architectural design, and particularly relates to an overall optimization design method for a regional concrete beam and slab formwork and support system, which is used to construct a concrete beam, slab formwork and support system with optimal formwork configuration information, and realizes the regional automatic design and optimization of the formwork and support system. Background Art

[0002] In building construction, the design of the concrete beam, slab formwork and support system is crucial, and its rationality directly affects the construction safety, economy and project quality. The traditional design of the formwork and support system often only conducts a rough estimation for the most unfavorable working conditions in the project. In actual operation, the determination of the parameters of the formwork and support area of the concrete beam and slab is relatively arbitrary, lacking systematicness and accuracy, and it is difficult to accurately control the optimal primary and secondary joist spacings and vertical rod spacings, which may lead to the risk of material waste or insufficient support. Therefore, there is an urgent need for a technology that can systematically and accurately design the concrete beam, slab formwork and support system to improve construction efficiency, ensure construction safety and reduce costs. Summary of the Invention

[0003] In view of the industry product standards, the present invention provides an optimization design method for a regional concrete beam and slab formwork and support system, which uses C# to develop an optimization model algorithm to assist in the design of the formwork and support system.

[0004] The optimization design method for a regional concrete beam and slab formwork and support system provided by the present invention specifically includes the following steps: S1. Parameter extraction and presetting: Set the initial database parameter information, count the materials and sizes of the formwork and support components of the concrete beam and slab, and obtain the optimal primary and secondary joist spacings and load values according to the industry standard specifications; extract the parameter information of the concrete beam and slab in the target area in the Revit software, preliminarily determine the preset information in combination with the actual project, and input the parameter information of the concrete beam and slab in the target area, the preset information and the corresponding optimal primary and secondary joist spacings into the result database; S2. Optimization of the primary joist of the beam side formwork: Establish an initial optimization model for the primary joist of the beam side formwork, start the calculation to obtain the calculated values, and set the limit values according to the industry standard specifications. If all the calculated values are less than the limit values, end the calculation; if there are calculated values greater than the limit values, increment the number of supports n1 and repeat the calculation until all the calculated values are less than the limit values and then end the calculation; output the number of supports n1 and the support spacing to the result database; S3. Optimization of the vertical bar spacing at the bottom of the beam: The limit spacing b of the vertical bars of the beam is taken as the spacing that makes the load on a single vertical bar not exceed the allowable load, and a database of the limit spacing of the vertical bars of the beam is constructed. The optional range of the longitudinal vertical bar spacing a at the bottom of the beam is set and an initial value is selected. According to the relationship between the input values of a and b, the number n2 of the transverse vertical bars at the bottom of the beam is determined. At the same time, it is ensured that the slenderness ratio, stress ratio of the vertical bars at the bottom of the beam, and the load on a single vertical bar respectively meet their respective limit requirements. If any condition is not met, the value of a is gradually reduced until all conditions are met, and the value of the longitudinal vertical bar spacing a at the bottom of the beam and the number n2 of the transverse vertical bars at the bottom of the beam are output to the result database; S4. Optimization of the vertical bar spacing at the bottom of the slab: The longitudinal vertical bar spacings a1 and a2 of the supporting beams in two directions of the slab in the target area are read respectively. Based on a1 and a2, the optional range of the vertical bar spacing at the bottom of the slab is set and the initial values b1 and b2 are selected. It is set that the stress value of the vertical bars at the bottom of the slab does not exceed the design value of the compressive strength of the vertical bars and the load on a single vertical bar is not greater than the design value of the bearing capacity of the fasteners. If any condition is not met, b1 and b2 are incremented to the next level in sequence and recalculated until all conditions are met, and the vertical bar spacings b1 and b2 at the bottom of the slab are output to the result database; S5. Construction of the optimal formwork and support system: In the target area, the concrete beams and slabs are positioned according to the parameter information of the concrete beams and slabs, and the formwork and support systems of the concrete beams and slabs are constructed in the Revit software according to the preset information and the optimal formwork configuration information.

[0005] The specific steps of the above S1 are as follows: Set the initial database parameter information, and the statistical range covers the size ranges of the concrete beams and slabs. When the selected level is not the set coverage value, the nearest value with a larger offset is selected as the set value; the statistical range covers the common panel thickness, the sizes of the primary and secondary ribs and the materials; according to the initial database parameter information and the industry standard specifications, the optimal secondary rib spacing is deduced inversely, and then based on the optimal secondary rib spacing, the optimal primary rib spacing is deduced inversely, and the load values of the formwork panel, primary and secondary ribs of the concrete beams and slabs are obtained, where the standard value of the permanent load FGk1 and the standard value of the live load FQk1 of the primary rib of the side formwork of the beam, the standard value of the permanent load FGk2 and the standard value of the live load FQk2 of the vertical bars at the bottom of the beam; Extract the parameter information of the concrete beams and slabs in the target area in the Revit software. The parameter information includes the floor height LH, the beam section height H, the beam section width B, the slab thickness h, and the beam length L of the target area; preliminarily determine the preset information in combination with the actual project. The preset information includes the step distance bh, the materials and sizes of the formwork panel, secondary ribs and primary ribs of the concrete beams and slabs in the target area; input the parameter information of the concrete beams and slabs in the target area, the preset information, and the corresponding optimal primary and secondary rib spacings into the result database.

[0006] The specific steps of the above S2 are as follows: The process of establishing the initial beam side formwork main rib optimization model is as follows: the initial model length lj is the beam section height H minus the plate thickness h, two supports are set, the rod material and size of the initial model are set according to the preset information of the concrete beam side formwork main rib material and size, the constraint condition is hinged, and the support spacing is the spacing of the tension bolts; in terms of load application, the initial model is subjected to concentrated loads, and the concentrated load spacing refers to the optimal secondary rib spacing s of the beam side formwork in the initial database. The standard value of the concentrated load includes the constant load standard of the beam side formwork main rib The standard value FGk1 and the standard value FQk1 of the live load; when the initial model length lj can be divided by the optimal secondary rib spacing s, the number of load application points d is lj / s, the first concentrated load position is s / 2 away from the support, and then it is arranged every s; if the initial model length lj cannot be divided by the optimal secondary rib spacing s, the number of load application points d is the integer part of lj / s plus 1, the first concentrated load position is located at a distance of (lj-s×(d-1)) / 2 from the support, and then it is arranged every s; After starting the calculation mode, the calculated values ​​of the initial model are obtained, which include the ratio of the bending moment value M to the section resistance moment value W and the deflection value f. The limit values ​​are set according to industry specifications and standards, and the limit values ​​include the stress limit value fa and the deflection limit value v. The calculated value is compared with the limit value. If both are less than the limit value, the calculation is terminated. If any calculated value exceeds the limit value, the number of supports n1 is increased incrementally, and the calculation is repeated until all calculated values ​​meet the limit requirements. Finally, the number of supports n1 and the support spacing, that is, the tension bolt spacing lj / (n1-1), are output and stored in the result database.

[0007] The specific steps of the above S3 are as follows: The gravity load value of the beam is calculated according to the height H, width B of the concrete beam section and the concrete density. The gravity load value of the slab is calculated in combination with the slab thickness h and the concrete density. The gravity load value of the vertical pole is calculated according to the floor height LH and the weight of the vertical pole per linear meter, and the load value of the construction personnel and equipment is specified in accordance with the industry standards. The above load values ​​are accumulated to obtain the load acting on a single vertical pole of the beam, and the spacing that is not greater than the allowable load of a single vertical pole is taken as the beam vertical pole limit spacing b, and a database of beam vertical pole limit spacing is constructed; by reading the beam height H, beam width B, floor height LH and step distance bh in sequence, the corresponding beam vertical pole limit spacing b can be determined; Set the optional range of the longitudinal vertical rod spacing \(a\), and use the maximum value of the optional range as the initial value; substitute the beam section height \(H\), width \(B\), longitudinal vertical rod spacing \(a\), and floor height \(LH\) into the calculation method of the beam bottom vertical rod spacing, and calculate step by step according to the set rules; the calculation method of the beam bottom vertical rod spacing is as follows: First, determine the number \(n_2\) of transverse vertical rods at the beam bottom according to the relationship between the longitudinal vertical rod spacing \(a\) and the limit spacing \(b\) of the vertical rod. When \(a\gt b\), set two transverse vertical rods, and set one in other cases; Second, determine the slenderness ratio of the vertical rod according to the size of the beam bottom vertical rod and the industry standard, determine the load acting value of the beam bottom vertical rod according to the permanent load standard value \(F_{Gk2}\) and the live load standard value \(F_{Qk2}\) of the beam bottom vertical rod, and determine the stress value of the vertical rod according to the ratio of the load acting value of the beam bottom vertical rod to the cross-sectional area of the vertical rod. The slenderness ratio of the vertical rod, the load acting value of the beam bottom vertical rod, and the stress value of the vertical rod are all calculated values. At the same time, set limits according to the industry standard. The limits include the allowable slenderness ratio of the vertical rod, the design value of the bearing capacity of the adjustable support, and the design value of the compressive strength of the vertical rod. The calculated values should not exceed the limits. If any condition is not met, decrease the longitudinal vertical rod spacing \(a\) at the beam bottom and recalculate until all conditions are met; Finally, output the longitudinal vertical rod spacing \(a\) at the beam bottom and the number \(n_2\) of transverse vertical rods at the beam bottom that meet this criterion and store them in the result database.

[0008] The specific steps of the above S4 are as follows: Read the longitudinal vertical rod spacings \(a_1\) and \(a_2\) at the beam bottom of the supporting beams in two directions of the target area slab respectively. When the longitudinal vertical rod spacings at the beam bottom of the supporting beams in a certain direction of the slab are different, compare the two longitudinal vertical rod spacings at the beam bottom and select the smaller value for matching optimization; set the optional range of the slab bottom vertical rod spacing. The optional range is graded in descending order with a modulus of 0.15m. In addition to the conventional grading values, the values that are integer multiples of the longitudinal vertical rod spacing at the beam bottom are also selected at the same time. Use the maximum value in the optional range as the initial slab bottom vertical rod spacings \(b_1\) and \(b_2\); Substitute the beam height \(H\), beam width \(B\), slab thickness \(h\), floor height \(LH\), and step distance \(b_h\) of the supporting beams in two directions of the target area slab into the calculation method of the load acting on a single vertical rod at the slab bottom for calculation; determine the stress value of the slab bottom vertical rod according to the ratio of the load acting on a single vertical rod of the slab to the cross-sectional area of the vertical rod, and set the design value of the compressive strength of the vertical rod and the design value of the bearing capacity of the fastener according to the industry standard; set that the stress value of the slab bottom vertical rod is not greater than the design value of the compressive strength of the vertical rod, and the load acting on a single vertical rod of the slab is not greater than the design value of the bearing capacity of the fastener. If any condition is not met, increment \(b_1\) and \(b_2\) to the next level in turn and recalculate until all conditions are met; finally, output the slab bottom vertical rod spacings \(b_1\) and \(b_2\) that meet this criterion and store them in the result database.

[0009] The specific steps of the above S5 are as follows: Use the previous calculation results as the parameter information of the result database. The parameter information of the result database includes the concrete beam and slab parameter information of the target area, the preset information preliminarily determined in combination with the actual project, and the optimal formwork configuration information obtained through the above steps. Among them, the concrete beam and slab parameter information of the target area includes the floor height LH, beam section height H, beam section width B, slab thickness h, and beam length L of the selected area; the preset information preliminarily determined in combination with the actual project includes the step distance bh, the thickness of the formwork panel of the concrete beam and slab, and the material and size information of the secondary and main ribs; the optimal formwork configuration information includes the optimal main and secondary rib spacings of the formwork for the concrete beam and slab, the number of supports n1 of the beam side formwork and the spacing of the tie bolts lj / (n1 - 1), the number of transverse vertical poles n2 at the beam bottom, the longitudinal vertical pole spacing a at the beam bottom, and the vertical pole spacings b1 and b2 at the slab bottom. In the initial area to be set with formwork and supports, position according to the concrete beam and slab parameter information, and construct the formwork and support system for the concrete beam and slab in the Revit software according to the preset information and the optimal formwork configuration information.

[0010] The beneficial effects of the present invention are as follows: 1. Through scientific calculation and analysis, unnecessary material waste is reduced, construction costs are lowered, and at the same time, resource utilization rate is improved, bringing significant economic benefits to the project.

[0011] 2. This method can provide accurate optimal parameters for the automated modeling process, thus ensuring that the generated model achieves the best balance in terms of structural safety, stability, and economy. The design efficiency is greatly improved, the time and cost of manual trial and error are reduced, and the design process becomes more efficient and scientific. Description of the Drawings

[0012] Figure 1 is a flow chart of an optimization design method for a regional concrete beam and slab formwork and support system provided by the present invention; Figure 2 is the main rib entity model of the beam side formwork and the initial optimized model of the main rib of the beam side formwork established in the embodiment of the present invention; Figure 3 is a schematic diagram of the optimized model of the longitudinal vertical pole spacing at the beam bottom established in the embodiment of the present invention; Figure 4 is a schematic diagram of the optimized model of the vertical pole spacing at the slab bottom established in the embodiment of the present invention.

[0013] Among them, 1. Support of the initial optimized model of the main rib of the beam side formwork; 2. Main rib of the beam side formwork; 3. Secondary rib of the beam side formwork; 4. Tie bolt; 5. Concentrated load of the initial optimized model of the main rib of the beam side formwork; 6. Transverse vertical pole at the beam bottom; 7. Longitudinal at the beam bottom; 8. Transverse at the beam bottom. Detailed Embodiments

[0014] To enable those skilled in the art to better understand the technical solutions in the present invention, the following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all of the embodiments. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative work shall fall within the scope of protection of the present invention.

[0015] To facilitate the understanding of the present invention, the following will further describe an optimized design method for a regional concrete beam and slab formwork and support system provided by the present invention by automatically establishing a formwork and support system for a certain area of concrete beams and slabs in Revit.

[0016] As Figure 1 shown, the embodiments of the present invention provide an optimized design method for a regional concrete beam and slab formwork and support system, including: S1. Parameter extraction and presetting: Set the initial database parameter information, count the materials and sizes of the formwork and support members of the concrete beams and slabs, and obtain the optimal main and secondary joist spacings and load values according to the industry standard specifications; extract the parameter information of the concrete beams and slabs in the target area in the Revit software, initially determine the preset information in combination with the actual engineering, and input the parameter information of the concrete beams and slabs in the target area, the preset information, and the corresponding optimal main and secondary joist spacings into the result database; The specific implementation manner of the above operation is as follows: Set the initial database parameter information, and the statistical range covers the size intervals of the concrete beams and slabs. The size interval of the concrete beams is set at each 100 mm from 400 mm to 1800 mm. When the selected level is not the set coverage value, the nearest larger offset value is selected as the set value; the statistical range covers the common panel thicknesses, which are set at 12 mm and 14 mm respectively. The statistical range covers the common secondary joist sizes and materials, which are set at 50 mm×70 mm wooden squares, 50 mm×80 mm wooden squares, and 50 mm×100 mm wooden squares respectively. The statistical range covers the common main joist sizes and materials, and the steel pipe with a cross-sectional area of a diameter of 48 mm and a wall thickness of 3 mm and the No. 10 I-beam are set. According to the initial database parameter information and the industry standard specifications, the optimal secondary joist spacing is deduced inversely, and then based on the optimal secondary joist spacing, the optimal main joist spacing is deduced inversely, and the formwork panel and the main and secondary joist load values of the concrete beams and slabs are obtained, where the permanent load standard value FGk1 and the live load standard value FQk1 of the main joist 2 on the side formwork of the beam, and the permanent load standard value FGk2 and the live load standard value FQk2 of the vertical poles at the bottom of the beam.

[0017] Extract the parameter information of the concrete beams and slabs in the target area in Revit software. The parameter information includes the floor height LH of the target area is 3m, the beam section height H is 1.3m, the beam section width B is 0.5m, the slab thickness h is 0.2m, and the beam length L is 3m. Initially determine the preset information in combination with the actual project. The preset information includes the step distance bh is 1.25m, the materials and dimensions of the panel, secondary ribs, and main ribs of the formwork for the concrete beams and slabs in the target area. Input the parameter information of the concrete beams and slabs in the target area, the preset information, and the corresponding optimal main and secondary rib spacings into the result database.

[0018] S2. Optimization of the main ribs of the beam side formwork: Establish an initial optimization model for the main ribs of the beam side formwork. After starting the calculation, obtain the calculated values, and set the limit values according to the industry standard specifications. If all calculated values are less than the limit values, end the calculation; if there are calculated values greater than the limit values, increment the number n1 of the supports 1 of the initial optimization model for the main ribs of the beam side formwork and repeat the calculation until all calculated values are less than the limit values. Output the number n1 of the supports 1 of the initial optimization model for the main ribs of the beam side formwork and the support spacing to the result database. The specific implementation method of the above operations is as follows: The process of establishing the initial optimization model for the main ribs of the beam side formwork is as follows: The initial model length lj is the beam section height H minus the slab thickness h, and the initial model length lj is 1.1m. Set 2 supports 1 for the initial optimization model of the main ribs of the beam side formwork. The material of the main rib 2 of the concrete beam side formwork is a round steel pipe with a diameter of 48mm and a wall thickness of 3mm. Use I_LT_SUPPORT to set the constraint condition as hinged, and the spacing of the supports 1 of the initial optimization model of the main ribs of the beam side formwork is the spacing of the tie bolts 4. In terms of load application, the initial model bears the concentrated load 5 of the initial optimization model of the main ribs of the beam side formwork transferred by the secondary ribs 3 of the beam side formwork. Use I_LRT_NODE_FORCE to apply the concentrated load 5 of the initial optimization model of the main ribs of the beam side formwork. The spacing of the concentrated loads 5 of the initial optimization model of the main ribs of the beam side formwork refers to the optimal secondary rib spacing s of the beam side formwork in the initial database, which is 0.2m. The standard dead load FGk1 and the standard live load FQk1 of the main rib 2 of the beam side formwork are 3.8kN and 0.33kN respectively. The number d of load application points is 6. The position of the first concentrated load 5 of the initial optimization model of the main ribs of the beam side formwork is 0.05m away from the support 1 of the initial optimization model of the main ribs of the beam side formwork, and then they are arranged at intervals of 0.2m in sequence.

[0019] After starting the calculation mode using robApp.Project.CalcEngine, the calculated values of the initial model are obtained. The calculated values include the ratio of the bending moment value M to the section modulus value W and the deflection value f. Limit values are set according to industry standard specifications. The limit values include the stress limit value fa and the deflection limit value v. The calculated values are compared with the limit values. If both are less than the limit values, the calculation ends; if any calculated value exceeds the limit value, the number n1 of supports of the initial main rib of the side formwork of the beam is incremented, and the calculation is repeated until all calculated values meet the limit requirements. The number n1 of supports of the initial main rib of the side formwork of the beam is output as 3, the spacing lj / (n1 - 1) of the tie bolts 4 is 0.55 m, and they are stored in the result database.

[0020] S3. Optimization of the spacing of the vertical bars at the beam bottom: The spacing b of the vertical bars at the beam bottom that makes the load on a single vertical bar not exceed the allowable load is taken as the ultimate spacing of the vertical bars of the beam, and a database of the ultimate spacing of the vertical bars of the beam is constructed; the optional range of the longitudinal spacing a of the vertical bars at the beam bottom is set and an initial value is selected. According to the relationship between the input values of a and b, the number of the transverse vertical bars 6 at the beam bottom is determined, and at the same time, it is ensured that the slenderness ratio, stress ratio of the vertical bars at the beam bottom, and the load on a single vertical bar respectively meet their respective limit requirements. If any condition fails to meet the standard, the value of a is gradually reduced until all conditions are met, and the value of the longitudinal spacing a of the vertical bars at the beam bottom is output to the result database; The specific implementation manner of the above operations is as follows: According to the cross-sectional height H of the concrete beam being 1.3 m, the width B being 0.5 m, the floor height LH being 3 m, and the vertical bar step distance bh being 1.25 m, the ultimate spacing b of the vertical bars of the beam is retrieved from the database of the ultimate spacing of the vertical bars of the beam as 1.8 m.

[0021] The optional range of the longitudinal spacing a of the vertical bars at the beam bottom is set to be from 0.3 m to 1.5 m, with each level being 150 mm apart, and the maximum value of the optional range, i.e., 1.5 m, is taken as the initial longitudinal spacing of the vertical bars.

[0022] The calculation method of the spacing of the vertical bars at the beam bottom is as follows: First, since the longitudinal spacing a of the vertical bars at the beam bottom is 1.5 m, which is less than the ultimate spacing b of the vertical bars being 1.8 m, one transverse vertical bar 6 at the beam bottom is set; the transverse vertical bar 6 at the beam bottom is the vertical bar arranged along the transverse direction 8 at the beam bottom; secondly, the size of the vertical bars at the beam bottom is a circular steel pipe with a diameter of 48 mm and a wall thickness of 3 mm. The slenderness ratio of the vertical bars is determined to be 172 in combination with industry standard specifications. According to the standard value FGk2 of the permanent load of the vertical bars at the beam bottom being 12.44 kN and the standard value FQk2 of the live load being 0.9 kN, the load acting value of the vertical bars at the beam bottom is determined to be 17.52 kN. According to the ratio of the load acting value of the vertical bars at the beam bottom to the cross-sectional area of the vertical bars, the stress value of the vertical bars is determined to be 362.7 N / mm 2, the slenderness ratio of the vertical pole, the acting value of the load on the vertical pole at the bottom of the beam, and the stress value of the vertical pole are all calculated values. At the same time, the limit values of these parameters are set according to the industry standard specifications. The said limit values include the allowable slenderness ratio of the vertical pole, the design value of the bearing capacity of the adjustable support, and the design value of the compressive strength of the vertical pole. The set calculated values shall not exceed the set limit values. Since the stress value of the vertical pole exceeds the design value of the compressive strength of the steel by 206 N / mm 2 , then decrease the longitudinal spacing a of the vertical poles at the bottom of the beam and recalculate until all conditions are met. When the value of a is 750 mm, all conditions are met; finally, output the value of the longitudinal spacing a of the vertical poles at the bottom of the beam, which is 750 mm, and the number of transverse vertical poles at the bottom of the beam, which is 1, and store them in the result database.

[0023] S4. Optimization of the spacing of the vertical poles at the bottom of the slab: Read the longitudinal spacing a1 and a2 of the vertical poles at the bottom of the supporting beams in two directions of the slab in the target area respectively. Based on a1 and a2, set the optional range of the spacing of the vertical poles at the bottom of the slab and select the initial values b1 and b2; Set that the stress value of the vertical pole at the bottom of the slab does not exceed the design value of the compressive strength of the vertical pole and the acting load of a single vertical pole does not exceed the design value of the bearing capacity of the fastener. If any condition is not met, increment b1 and b2 to the next level in turn and recalculate until all conditions are met, and output the spacing b1 and b2 of the vertical poles at the bottom of the slab to the result database.

[0024] The specific implementation method of the above operations is as follows: Read the longitudinal spacing a1 and a2 of the vertical poles at the bottom of the supporting beams in two directions of the slab in the target area, which are 0.6 m and 0.9 m respectively. Set the optional range of the spacing of the vertical poles at the bottom of the slab to be 0.6 m, 0.75 m, 0.9 m, 1.05 m, 1.2 m, 1.35 m, 1.5 m, 1.8 m, and the initial spacing of the vertical poles at the bottom of the slab in both directions is 1.8 m.

[0025] Determine the stress value of the vertical pole at the bottom of the slab according to the ratio of the acting load of a single vertical pole of the slab to the cross-sectional area of the vertical pole. Set the design value of the compressive strength of the vertical pole and the design value of the bearing capacity of the fastener according to the industry standard specifications; Set that the stress value of the vertical pole at the bottom of the slab is not greater than the allowable stress value and the acting load of a single vertical pole of the slab is not greater than the design value of the bearing capacity of the fastener. If any condition is not met, increment b1 and b2 to the next level in turn using currentIndex++ and recalculate until all conditions are met. Finally, output the longitudinal spacing b1 and b2 of the vertical poles, which are 1.2 m and 0.9 m respectively, that meet this criterion as the spacing of the vertical poles at the bottom of the slab, and store them in the corresponding positions in the result database.

[0026] S5. Construction of the optimal formwork and support system: In the target area, locate according to the information of the concrete beam and slab, and construct the formwork and support system of the concrete beam and slab in the Revit software according to the preset information and the optimal formwork configuration information.

[0027] The specific implementation method of the above operations is as follows: Use the previous calculation results as the parameter information of the result database. The parameter information of the result database includes the concrete beam and slab parameter information of the target area, the preset information preliminarily determined in combination with the actual engineering situation, and the optimal formwork configuration information obtained through the above steps. Among them, the concrete beam and slab parameter information of the target area includes the floor height LH, beam section height H, beam section width B, slab thickness h, and beam length L of the selected area; the preset information preliminarily determined in combination with the actual engineering situation includes the step distance bh, the thickness of the formwork panel of the concrete beam and slab, and the material and size information of the secondary and main ribs; the optimal formwork configuration information includes the optimal main and secondary rib spacings of the formwork of the concrete beam and slab, the number n1 of supports 1 of the initial main rib optimization model of the beam side formwork and the spacing lj / (n1 - 1) of the tie bolts 4, the number n2 of the transverse vertical poles 6 at the beam bottom, the longitudinal vertical pole spacing a at the beam bottom, and the slab bottom vertical pole spacings b1 and b2. In the initial formwork and support area to be set, locate according to the concrete beam and slab parameter information, and construct the formwork and support system of the concrete beam and slab in the Revit software according to the preset information and the optimal formwork configuration information.

[0028] Although the present invention has been described in detail by referring to the drawings and in combination with the preferred embodiments, the present invention is not limited thereto. Without departing from the spirit and essence of the present invention, those of ordinary skill in the art can make various equivalent modifications or substitutions to the embodiments of the present invention, and these modifications or substitutions should be within the scope covered by the present invention or any person skilled in the art in the technical scope disclosed by the present invention can easily think of changes or substitutions, which should be covered within the protection scope of the present invention. Therefore, the protection scope of the present invention should be subject to the protection scope of the claims.

Claims

1. An optimized design method for a regional concrete beam and slab formwork and support system, characterized in that Including: S1. Parameter extraction and presetting: Set the initial database parameter information, count the materials and dimensions of the formwork and support members for concrete beams and slabs, and obtain the optimal main and secondary joist spacings and load values according to industry standard specifications; Extract the parameter information of the concrete beams and slabs in the target area in Revit software, preliminarily determine the preset information in combination with the actual project, and input the parameter information of the concrete beams and slabs in the target area, the preset information, and the corresponding optimal main and secondary joist spacings into the result database; S2. Optimization of the main joist of the beam side formwork: Establish an initial optimization model for the main joist of the beam side formwork, obtain the calculated values after starting the calculation, and set the limit values according to industry standard specifications. If all the calculated values are less than the limit values, end the calculation; if there are calculated values greater than the limit values, increment the number of supports n1 and repeat the calculation until all the calculated values are less than the limit values and then end the calculation; output the number of supports n1 and the support spacing to the result database; S3. Optimization of the vertical bar spacing at the beam bottom: Take the spacing that makes the load acting on a single vertical bar not exceed the allowable load as the ultimate vertical bar spacing b of the beam, and construct a database of the ultimate vertical bar spacing of the beam; set the optional range of the longitudinal vertical bar spacing a at the beam bottom and select the initial value. Determine the number of transverse vertical bars n2 at the beam bottom according to the relationship between the input a value and the b value, and at the same time ensure that the slenderness ratio, stress ratio of the vertical bars at the beam bottom, and the load acting on a single vertical bar respectively meet their respective limit requirements. If any condition is not met, gradually reduce the a value until all conditions are met, and output the longitudinal vertical bar spacing a value and the number of transverse vertical bars n2 at the beam bottom to the result database; S4. Optimization of the vertical bar spacing at the slab bottom: Read the longitudinal vertical bar spacing a1 and a2 of the beam bottom of the support beams in two directions of the slab in the target area respectively, and set the optional range of the vertical bar spacing at the slab bottom and select the initial values b1 and b2 based on a1 and a2; set that the stress value of the vertical bars at the slab bottom does not exceed the design value of the compressive strength of the vertical bars and the load acting on a single vertical bar is not greater than the design value of the bearing capacity of the fasteners. If any condition is not satisfied, increment b1 and b2 to the next level in turn and recalculate until all conditions are met, and output the vertical bar spacing b1 and b2 at the slab bottom to the result database; S5. Construction of the optimal formwork and support system: In the target area, locate according to the parameter information of the concrete beams and slabs, and construct the formwork and support system for the concrete beams and slabs in Revit software according to the preset information and the optimal formwork configuration information.

2. The optimized design method of a regional concrete beam and slab formwork and support system according to claim 1, characterized in that The specific steps of S1 are as follows: Set the initial database parameter information, and the statistical range covers the size intervals of concrete beams and slabs. When the selected level is not the set coverage value, select the nearest larger offset value as the set value; the statistical range covers the panel thickness, the sizes and materials of the main and secondary joists; According to the initial database parameter information and industry standard specifications, inversely deduce the optimal secondary joist spacing, and then inversely deduce the optimal main joist spacing based on the optimal secondary joist spacing, and obtain the load values of the formwork panels and the main and secondary joists of the concrete beams and slabs, where the standard value of the permanent load FGk1 and the standard value of the live load FQk1 of the main joist of the beam side formwork, the standard value of the permanent load FGk2 and the standard value of the live load FQk2 of the vertical bars at the beam bottom; Extract parameter information of concrete beams and slabs in the target area in Revit software, the parameter information includes the floor height LH, beam section height H, beam section width B, slab thickness h, and beam length L of the target area; preliminarily determine preset information based on the actual project, the preset information includes the step distance bh, the material and size of the face plate, secondary ribs, and primary ribs of the concrete beams and slab formwork in the target area; The parameter information, preset information and corresponding optimal primary and secondary rib spacing of concrete beams and slabs in the target area are input into the result database.

3. The optimized design method of a regional concrete beam and slab formwork and support system according to claim 2, characterized in that, The specific steps of S2 are as follows: The process of establishing the optimization model of the main rib of the initial beam side form is as follows: the length of the initial model lj is the beam section height H minus the plate thickness h, two supports are set, the rod material and size of the initial model are set according to the material and size of the main rib of the concrete beam side form in the preset information, the constraint condition is hinged, and the support spacing is the spacing of the tension bolts; in terms of load application, the initial model is subjected to concentrated loads, and the concentrated load spacing refers to the optimal secondary rib spacing s of the beam side formwork in the initial database. The concentrated load standard value includes the constant load standard value FGk1 and the live load standard value FQk1 of the main rib of the beam side form; When the initial model length lj is divisible by the optimal secondary rib spacing s of the beam side formwork, the number of load application points d is lj / s, and the first concentrated load position is s / 2 away from the support, and then it is arranged every s; if the initial model length lj is not divisible by the optimal secondary rib spacing s, the number of load application points d is the integer part of lj / s plus 1, and the first concentrated load position is located at a distance of (lj-s×(d-1)) / 2 from the support, and then it is arranged every s; After starting the calculation mode, the calculated values ​​of the initial model are obtained, which include the ratio of the bending moment value M to the section resistance moment value W and the deflection value f. The limit values ​​are set according to industry specifications and standards, and the limit values ​​include the stress limit value fa and the deflection limit value v. The calculated values ​​are compared with the limit values. If all the calculated values ​​are less than the limit values, the calculation is terminated. If any calculated value exceeds the limit value, the number of supports n1 is increased incrementally, and the calculation is repeated until all calculated values ​​meet the limit requirements. Finally, the number of supports n1 and the spacing of the tension bolts lj / (n1-1) are output and stored in the result database.

4. The optimized design method of a regional concrete beam-slab formwork and support system according to claim 3, characterized in that, The specific steps of S3 are as follows: The gravity load value of the beam is calculated according to the concrete beam section height H, beam section width B and concrete bulk density, the gravity load value of the slab is calculated in combination with the slab thickness h and concrete bulk density, the gravity load value of the vertical pole is calculated according to the floor height LH and the weight of the vertical pole per linear meter, and the load value of construction personnel and equipment is specified in accordance with industry specifications and standards; the gravity load value of the beam, the gravity load value of the slab, the gravity load value of the vertical pole, the load value of construction personnel and equipment are accumulated to obtain the load acting on a single vertical pole of the beam, and the spacing that is not greater than the allowable load of a single vertical pole is taken as the beam vertical pole limit spacing b, and a database of beam vertical pole limit spacing is constructed; by reading the beam height H, beam width B, floor height LH and step distance bh in sequence, the corresponding beam vertical pole limit spacing b can be determined; Set the optional range of the longitudinal spacing a of the bottom bars of the beam, and use the maximum value of the optional range as the initial value; substitute the beam section height H, width B, longitudinal spacing a of the bottom bars, and floor height LH into the calculation method of the longitudinal spacing of the bottom bars of the beam, and calculate step by step according to the set rules; the calculation method of the longitudinal spacing of the bottom bars of the beam is as follows: First, determine the number n2 of transverse bars at the bottom of the beam according to the relationship between the longitudinal spacing a of the bottom bars of the beam and the ultimate spacing b of the bars. When a is greater than b, set two transverse bars, and set one in other cases; Secondly, determine the slenderness ratio of the bars according to the size of the bottom bars of the beam and the industry standard specifications, determine the load acting value of the bottom bars of the beam according to the permanent load standard value FGk2 and the live load standard value FQk2 of the bottom bars of the beam, and determine the stress value of the bars according to the ratio of the load acting value of the bottom bars of the beam to the cross-sectional area of the bars. The slenderness ratio of the bars, the load acting value of the bottom bars of the beam, and the stress value of the bars are all calculated values. At the same time, set the limit values according to the industry standard specifications. The limit values include the allowable slenderness ratio of the bars, the design value of the bearing capacity of the adjustable bracket, and the design value of the compressive strength of the bars. The calculated values should not exceed the limit values. If any condition is not met, decrease the longitudinal spacing a of the bottom bars of the beam and recalculate until all conditions are met; Finally, output and store the longitudinal spacing a of the bottom bars of the beam and the number n2 of transverse bars at the bottom of the beam that meet this criterion in the result database.

5. The optimized design method of a regional concrete beam and slab formwork and support system according to claim 4, characterized in that The specific steps of S4 are as follows: Read the longitudinal spacing a1 and a2 of the bottom bars of the supporting beams in two directions of the target area slab respectively. When the longitudinal spacing of the bottom bars of the supporting beam in a certain direction of the slab is different, compare the two longitudinal spacings of the bottom bars and select the smaller value for matching and optimization; set the optional range of the longitudinal spacing of the bottom bars of the slab. The optional range is graded in descending order with a modulus of 0.15m. In addition to the conventional graded values, the values that are integer multiples of the longitudinal spacing of the bottom bars of the beam are also selected at the same time. Use the maximum value in the optional range as the initial longitudinal spacing b1 and b2 of the bottom bars of the slab; Substitute the beam height H, beam width B, slab thickness h, floor height LH, and step distance bh of the supporting beams in two directions of the target area slab into the calculation method of the load acting on a single bottom bar of the slab for calculation; determine the stress value of the bottom bars of the slab according to the ratio of the load acting on a single bottom bar of the slab to the cross-sectional area of the bar, and set the design value of the compressive strength of the bar and the design value of the bearing capacity of the fastener according to the industry standard specifications; set that the stress value of the bottom bars of the slab is not greater than the design value of the compressive strength of the bar, and the load acting on a single bottom bar of the slab is not greater than the design value of the bearing capacity of the fastener. If any condition is not met, increase b1 and b2 to the next level in turn and recalculate until all conditions are met and then end the calculation; output the longitudinal spacing b1 and b2 of the bottom bars of the slab and store them in the result database.

6. The optimized design method of a regional concrete beam and slab formwork and support system according to claim 5, characterized in that, The specific steps of S5 are as follows: The result database parameter information includes the parameter information of the concrete beams and slabs in the target area, the preset information preliminarily determined in combination with the actual project, and the optimal formwork configuration information. Among them, the parameter information of the concrete beams and slabs in the target area includes the floor height LH, the beam section height H, the beam section width B, the slab thickness h, and the beam length L in the target area; the preset information preliminarily determined in combination with the actual project includes the step distance bh, the formwork panel thickness of the concrete beams and slabs, and the material and size information of the secondary and main ribs; the optimal formwork configuration information includes the optimal spacing of the main and secondary ribs of the formwork for the concrete beams and slabs, the number of supports n1 of the beam side formwork and the support spacing, i.e., the spacing of the tie bolts lj / (n1 - 1), the number of transverse vertical poles n2 at the beam bottom, the longitudinal vertical pole spacing a at the beam bottom, and the vertical pole spacings b1 and b2 at the slab bottom. In the initial formwork and support area to be set, locate according to the information of the concrete beams and slabs, and construct the formwork and support system of the concrete beams and slabs in the Revit software according to the preset information and the optimal formwork configuration information.

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