Simulation test method for bearing capacity of formwork support

Abstract

The invention relates to the technical field of stable bearing and construction safety of formwork supports, in particular to a simulation test method for the bearing capacity of a formwork support. A single-span two-step local unit frame body is built on a pressure testing machine, and a vertical load is applied to the local unit frame body until the local unit frame body is subjected to overall instability damage; analyzing and processing results such as bearing capacity, rod piece displacement and strain of a local unit frame body, a damage mode of the unit frame body and the like in a data acquisition system; establishing a geometric model, and carrying out correction analysis on the bearing capacity of the local unit frame body; the accuracy and the reliability of the numerical analysis method for the bearing state and the stable bearing capacity of the formwork support system are verified and improved; the bearing capacity of a local unit frame body is detected through an experimental testing technology, linear buckling analysis and nonlinear post-buckling analysis are conducted on a local unit frame body model through a numerical analysis method, and calibration of the simulation testing method for the bearing state and the stable bearing capacity of a formwork support system is achieved through comparative analysis.

Description

Technical Field

[0001] The invention relates to the technical field of stable load bearing and construction safety of a formwork support, and in particular to a simulation test method for the load bearing capacity of a formwork support. Background Art

[0002] Formwork support is a temporary load-bearing structure in the construction process of cast-in-place reinforced concrete structure, which plays an important role in ensuring the safe construction of the project. In recent years, with the development of my country's economy and the development and construction of modern cities, the civil engineering industry has emerged, and various large-span, large-space, and uniquely shaped buildings and structures have emerged, and various forms of support have been used more and more widely. However, due to the lack of awareness of some construction personnel on tall formwork supports, they do not pay attention to the safety of temporary support systems and the calculation and analysis of overall stability bearing capacity, which leads to the occurrence of various formwork support collapse accidents. Collapse is the main manifestation of formwork support system accidents. Due to its large scale, wide range, and high height, once an accident occurs, it is a large accident or major accident with mass casualties. Every year, there are formwork support system collapse accidents in my country, which have caused huge losses of life and property safety to the country and the people, and have attracted widespread attention. Therefore, ensuring the safety of formwork support system construction plays a vital role in the smooth completion of construction projects. With the emergence of multi-layer formwork support systems, the stress condition of the formwork support system has become very complicated. There are limitations in the understanding and mastery of its stress performance in both design and construction. Many construction companies often fail to design the formwork and verify the rigidity when constructing multi-layer formwork support projects. Instead, they arrange the support system based on experience. This behavior may affect the safety and stability of the formwork support system. Testing and analyzing the load-bearing capacity of the formwork support can optimize the construction design, select a reasonable construction plan, avoid the occurrence of construction hazards, and thus improve construction efficiency, shorten the construction period, and reduce construction costs. The steel pipe formwork support system belongs to the steel frame structure, and the steel pipes used are slender closed thin-walled components. Bending and buckling instability is the main form of damage to this structure, so the structural stability bearing capacity is the most important indicator of its structural safety.

[0003] Most safety accidents of formwork support system are caused by the overall or partial instability of the frame. Since instability and damage are often sudden, the safety accidents of formwork support system generally occur in a short time. Therefore, an efficient and reliable simulation test method is proposed to accurately predict the load-bearing state and stable load-bearing capacity of the formwork support system, which can effectively reduce the probability of safety accidents of the formwork support system and ensure the safety of the construction frame and people's lives and property to the greatest extent. Summary of the invention

[0004] The present invention aims to solve the above-mentioned problem, thereby providing a simulation test method for the bearing capacity of a formwork support.

[0005] The present invention solves the above-mentioned problem by adopting the following technical solution:

[0006] A simulation test method for the bearing capacity of a formwork support comprises the following steps:

[0007] S1: Prepare the pressure testing machine, lower the upper pressure plate of the pressure testing machine, and then hoist the distribution beam at the bottom of the upper pressure plate. The distribution beam includes two primary distribution beams and a secondary distribution beam. The secondary distribution beam is fixed to the bottom of the upper pressure plate.

[0008] S2: A single-span two-step partial unit frame is built on the lower pressure plate of the pressure testing machine. A support plate used in conjunction with the primary distribution beam is arranged on the top of the partial unit frame, and a base abutting against the lower pressure plate is arranged at the bottom of the partial unit frame. Then, the upper pressure plate is reset and the partial unit frame is fixed.

[0009] S3: Select displacement measurement points and arrange high-precision wire-type displacement sensors and electronic strain gauges.

[0010] S4: Turn on the data acquisition system of the pressure testing machine and debug the instrument to ensure that there are no abnormalities before conducting the loading test.

[0011] S5: Preloading is required first. Preloading mainly adopts the method of controlled load, applying a certain load to the local unit frame and maintaining it for three minutes, then unloading it, and then conducting a formal loading test.

[0012] S6: Formal loading means applying vertical load to the local unit frame. The size of the applied load is controlled by the pressure testing machine terminal, and the loading is carried out by displacement control until the local unit frame suffers overall instability and failure.

[0013] S7: Analyze and process the bearing capacity, member displacement, strain and failure mode of the local unit frame in the data acquisition system.

[0014] S8: Based on the nonlinear stability theory, a geometric model is established according to the geometric dimensions of each component of the local unit frame. The local unit frame model is subjected to linear buckling analysis and nonlinear post-buckling analysis. Then, the bearing capacity of the local unit frame is corrected and analyzed based on the cloud map of the calculation results to improve the accuracy.

[0015] S9: Compare and analyze the analysis results of S7 and S8 to verify and improve the accuracy and reliability of the numerical analysis method of the load-bearing state and stable load-bearing capacity of the formwork support system, and then realize the accurate prediction of the load-bearing state and stable load-bearing capacity of the formwork support at the construction site according to the geometric structure, constraint conditions and loading method of the actual engineering formwork support.

[0016] Compared with the prior art, the present invention adopting the above technical solution has the following outstanding features:

[0017] (1) The load-bearing state and stable load-bearing capacity of the formwork support were tested through actual experiments, and the actual measured results were compared with the results obtained by numerical analysis. On the one hand, this effectively verified the accuracy of the simulation test load-bearing state and stable load-bearing capacity prediction method of the formwork support; on the other hand, it provided important basic conditions for the standardization of the design calculation of the load-bearing state and stable load-bearing capacity of the formwork support and the promotion and use of new formwork support load-bearing capacity simulation test methods.

[0018] (2) A geometric model is established based on the local unit formwork support components, and the composition of the test components is numerically discretized to determine the constraint relationship of each interconnected part. The bearing capacity is then calculated and analyzed through linear buckling analysis and nonlinear post-buckling analysis. The accuracy of the numerical analysis method is verified and improved based on the comparative analysis of the simulation test results.

[0019] (3) This method not only tests the bearing capacity of the local unit frame through experimental testing technology, but also performs linear buckling analysis and nonlinear post-buckling analysis on the local unit frame model through numerical analysis methods. By comparing the experimental test results with the numerical analysis results, the simulation test method of the bearing state and stable bearing capacity of the formwork support system is calibrated. Using this method to analyze the actual construction frame can optimize the construction process, reduce construction costs, and achieve the goal of ensuring safe construction and improving the level of construction management.

[0020] (4) This method has wide applicability in predicting and analyzing the load-bearing state and stable load-bearing capacity of the formwork support system; and this method provides a guarantee for the construction safety of the formwork support system at the construction site. In addition, this method can perform numerical previews of various construction plans before construction begins, thereby providing a scientific basis for optimizing the construction plan of the formwork support system.

[0021] Preferably, a further technical solution of the present invention is:

[0022] Furthermore, the local unit frame is composed of four vertical poles and several layers of horizontal poles. The vertical poles between the upper and lower adjacent horizontal poles form a section, and diagonal poles are arranged between the upper and lower adjacent horizontal poles. Wire-type displacement sensors are arranged at the nodes of the local unit frame and the midpoint of each step of the vertical poles, and electronic strain gauges are arranged at the midpoints of the horizontal poles, diagonal poles and each section of the vertical poles.

[0023] Furthermore, the formal loading in the laboratory of S6 adopts graded loading, applying a displacement of 0.5mm per minute, and then holding the load for two minutes. During this period, data points are collected to observe the changing trends of the strain and displacement of the local unit frame, and the test phenomena are observed and recorded. The next level of loading is carried out when the strain and displacement readings no longer change, and the loading is carried out until the local unit frame suffers overall instability and failure.

[0024] Furthermore, S8 includes:

[0025] S81 Create geometric model: Establish each bar model according to the geometric dimensions of each component of the local unit frame and assemble them, and then establish the local unit frame geometric model;

[0026] S82 frame connection nodes: semi-rigid nodes are used between the vertical poles and horizontal poles, and hinged nodes are used between the vertical poles and diagonal poles;

[0027] S83 boundary condition: fix the displacement freedom of the bottom of the frame column and apply a vertical downward displacement load to the top of the column.

[0028] S84 Linear Buckling Analysis: The geometric model of the local unit frame is numerically discretized, and based on the mechanical properties of each bar material, a linear buckling analysis is performed on the local unit frame to obtain the various instability modes of the local unit frame.

[0029] S85 nonlinear post-buckling analysis: According to the lowest-order instability mode of the local unit frame, the initial defect is introduced, and the nonlinear post-buckling analysis of the local unit frame is performed based on the structural nonlinear stability theory to simulate the instability and failure process of the local unit frame.

[0030] S86 Result Analysis: Based on the solution results, analyze the bearing state and stable bearing capacity of the local unit frame.

[0031] Furthermore, in the numerical analysis process of the local model frame, a modeling method in which beam elements are used to simulate rods and connection elements are used to simulate nodes is adopted.

[0032] Furthermore, lifting ears are respectively arranged on both sides of the top surfaces of the primary distribution beam and the secondary distribution beam.

[0033] Furthermore, the primary distribution beam and the secondary distribution beam are both I-shaped, and ribs are provided between the upper and lower wing plates. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 It is a schematic diagram of the process of an embodiment of the present invention;

[0035] Figure 2 It is a schematic diagram of the main structure of the test device according to an embodiment of the present invention;

[0036] Figure 3 It is a schematic diagram of the three-dimensional structure of the test device according to the embodiment of the present invention;

[0037] Figure 4 It is a schematic diagram of the three-dimensional structure of a partial unit frame of an embodiment of the present invention;

[0038] Figure 5 It is a schematic diagram of the three-dimensional structure of the local distribution beam according to an embodiment of the present invention;

[0039] Figure 6 It is a load-displacement curve diagram obtained in step S7 of the method of the embodiment of the present invention.

[0040] Figure 7 This is a diagram of a local unit frame model in step S8 of the method according to an embodiment of the present invention.

[0041] Figure 8 This is a load-displacement curve diagram obtained by the arc length method in step S8 of the method of the embodiment of the present invention.

[0042] Fig. 9 This is a model diagram for predicting the actual bearing capacity of the formwork support at the construction site in an embodiment of the present invention.

[0043] The components marked in the figure are: pressure testing machine 1, local unit frame 2, base 21, support plate 22, primary distribution beam 3, secondary distribution beam 4, and lifting lug 5. DETAILED DESCRIPTION

[0044] The present invention will be further described below in conjunction with embodiments, the purpose of which is only to provide a better understanding of the content of the present invention. Therefore, the examples given do not limit the protection scope of the present invention.

[0045] A simulation test method for the bearing capacity of a formwork support comprises the following steps:

[0046] S1: Prepare the pressure testing machine 1, lower the upper pressure plate of the pressure testing machine 1, and then hoist the distribution beam at the bottom of the upper pressure plate. The distribution beam includes two first-level distribution beams 3 and a second-level distribution beam 4. The first-level distribution beam 3 is located below the second-level distribution beam 4, and the second-level distribution beam 4 is fixed to the bottom of the upper pressure plate.

[0047] S2: A single-span two-step partial unit frame 2 is built on the lower pressure plate of the pressure testing machine. A support plate 22 used in conjunction with the primary distribution beam 3 is arranged on the top of the partial unit frame 2. The support plate 22 is groove-shaped. A base 21 that abuts against the lower pressure plate is arranged at the bottom of the partial unit frame 2. Then the upper pressure plate is reset, and the partial unit frame 2 is fixed. The primary distribution beam 3 acts on the support plate 22 to ensure that the load can be evenly applied to each vertical pole of the partial unit frame 2 and prevent the frame from moving horizontally. The secondary distribution beam 4 acts on the primary distribution beam 3 to ensure that the vertical load is more evenly transferred to the vertical poles of the partial unit frame 2.

[0048] S3: Select displacement measurement points and arrange high-precision wire-type displacement sensors and electronic strain gauges.

[0049] S4: Turn on the data acquisition system of the pressure testing machine 1 and debug the instrument to ensure that there is no abnormality before performing the loading test.

[0050] S5: Preloading is required first. Preloading mainly adopts the method of controlled load. A certain load is applied to the local unit frame 2 and maintained for three minutes to eliminate the gaps generated during the assembly of each component and test the rationality of the strain gauge and displacement meter readings. Then unload and then conduct a formal loading test.

[0051] S6: Formal loading is to apply vertical load to the local unit frame 2. The magnitude of the applied load is controlled by the terminal of the pressure testing machine 1. The loading is performed by displacement control until the local unit frame 2 is completely unstable and damaged.

[0052] S7: Analyze and process the bearing capacity, member displacement, strain, and failure mode of the local unit frame 2 in the data acquisition system.

[0053] S8: Based on the nonlinear stability theory, a geometric model is established according to the geometric dimensions of each component of the local unit frame 2. A linear buckling analysis and a nonlinear post-buckling analysis are performed on the local unit frame 2 model, and then the bearing capacity of the local unit frame 2 is corrected and analyzed based on the cloud map of the calculation results to improve the accuracy.

[0054] S9: Compare and analyze the analysis results of S7 and S8 to verify and improve the accuracy and reliability of the numerical analysis method of the load-bearing state and stable load-bearing capacity of the formwork support system, and then realize the accurate prediction of the load-bearing state and stable load-bearing capacity of the formwork support at the construction site according to the geometric structure, constraint conditions and loading method of the actual engineering formwork support.

[0055] Furthermore, the local unit frame 2 is composed of four vertical poles and several layers of horizontal poles. The vertical poles between the upper and lower adjacent horizontal poles are one section, and diagonal poles are provided between the upper and lower adjacent horizontal poles. Wire-type displacement sensors are arranged at the nodes of the local unit frame 2 and at the midpoints of each step of the vertical poles, and electronic strain gauges are arranged at the midpoints of the horizontal poles, diagonal poles and each section of the vertical poles.

[0056] Furthermore, the formal loading in the laboratory of S6 adopts graded loading, applying a displacement of 0.5 mm per minute, and then holding the load for two minutes. During this period, data points are collected to observe the changing trends of the strain and displacement of the local unit frame 2, and observe and record the test phenomena. The next level of loading is carried out when the strain and displacement readings no longer change, and the loading is carried out until the local unit frame 2 suffers from overall instability and failure.

[0057] Furthermore, S8 includes:

[0058] S81 creates a geometric model: according to the geometric dimensions of each component of the local unit frame 2, each bar model is established and assembled, thereby establishing a geometric model of the local unit frame 2;

[0059] S82 frame connection nodes: semi-rigid nodes are used between the vertical poles and horizontal poles, and hinged nodes are used between the vertical poles and diagonal poles;

[0060] S83 boundary condition: fix the displacement freedom of the bottom of the frame column and apply a vertical downward displacement load to the top of the column.

[0061] S84 Linear buckling analysis: The geometric model of the local unit frame 2 is numerically discretized, and a linear buckling analysis is performed on the local unit frame 2 based on the mechanical properties of each rod material to obtain the various instability modes of the local unit frame 2.

[0062] S85 nonlinear post-buckling analysis: According to the lowest-order instability mode of local unit frame 2, an initial defect is introduced. Based on the structural nonlinear stability theory, a nonlinear post-buckling analysis is performed on the local unit frame 2 to simulate the instability and failure process of the local unit frame 2.

[0063] S86 Result analysis: Based on the solution results, analyze the bearing state and stable bearing capacity of the local unit frame 2.

[0064] The specific details such as material properties and specifications of the model frame members are mainly based on national standards and specifications. The method described is based on the relevant provisions of JGJ / T 231-2021 "Safety Technical Specifications for Socket-Type Disc-Type Steel Pipe Scaffolding in Construction".

[0065] Based on the mechanical properties of each rod material, the local unit frame 2 rod-related material property parameters are assigned, and the corresponding section properties are established for the rod, and then the section properties are allocated to the corresponding feature body.

[0066] Furthermore, in the numerical analysis process of the local model frame 2, a modeling method in which beam elements are used to simulate rods and connection elements are used to simulate nodes is adopted.

[0067] Furthermore, lifting ears 5 are respectively provided on both sides of the top surfaces of the primary distribution beam 3 and the secondary distribution beam 4 .

[0068] Furthermore, the primary distribution beam 3 and the secondary distribution beam 4 are both I-shaped. The primary distribution beam 3 is composed of two I-beams with a length of 1.4m, and the secondary distribution beam 4 is composed of two I-beams with a length of 1.3m. Ribs are provided between the upper and lower wing plates to ensure that the distribution beam will not be deformed during loading.

[0069] The buckling analysis of the local unit frame 2 model described in the numerical analysis method, namely the eigenvalue buckling analysis, is to find the load that makes the following equation have a non-trivial solution, that is, the load with a singular stiffness matrix, , is the tangent stiffness matrix; is a non-trivial displacement solution. Then the perturbation method can be used to solve it, that is, to use a small parameter expansion to solve the asymptotic solution of the dimensionless equation. , is the ground state stiffness; is the incremental loading stiffness; For the order buckling eigenvalue; For the Buckling mode (eigenvector).

[0070] The analysis of the local unit frame 2 model should not only consider linear buckling analysis, but also nonlinear post-buckling analysis, because nonlinear post-buckling is closer to the actual engineering situation. Post-buckling analysis considers initial geometric defects, that is, by introducing initial geometric defects, the discontinuous bifurcation problem at the buckling point is converted into a continuous response problem for solution. The method is based on the lowest-order mode superposition method to introduce defects, that is, , is the geometric defect introduced; For the Order scaling factor; For the Buckling mode.

[0071] The arc length method is used to take the formwork support load size as an additional unknown quantity. The load and displacement are solved simultaneously along the static equilibrium path in the load-displacement space, which can effectively solve the unstable problem. , is the current load amplitude; is the initial load; is the load proportional factor; , is the initial arc length increment; is the specified arc length scale factor; is the initial load scale factor.

[0072] (1) The load-bearing state and stable load-bearing capacity of the formwork support were tested by actual experiments, and the actual measured results were compared with those obtained by numerical analysis. On the one hand, the accuracy of the simulation test load-bearing state and stable load-bearing capacity prediction method of the formwork support was effectively verified; on the other hand, it provided important basic conditions for the standardization of the design calculation of the load-bearing state and stable load-bearing capacity of the formwork support and the promotion and use of new formwork support load-bearing capacity simulation test methods.

[0073] (2) A geometric model is established based on the local unit formwork support components, and the composition of the test components is numerically discretized to determine the constraint relationship of each interconnected part. The bearing capacity is then calculated and analyzed through linear buckling analysis and nonlinear post-buckling analysis. The accuracy of the numerical analysis method is verified and improved based on the comparative analysis of the simulation test results.

[0074] (3) This method not only tests the bearing capacity of the local unit frame through experimental testing technology, but also performs linear buckling analysis and nonlinear post-buckling analysis on the local unit frame model through numerical analysis methods. By comparing the experimental test results with the numerical analysis results, the simulation test method of the bearing state and stable bearing capacity of the formwork support system is calibrated. Using this method to analyze the actual construction frame can optimize the construction process, reduce construction costs, and achieve the goal of ensuring safe construction and improving the level of construction management.

[0075] (4) This method has wide applicability in predicting and analyzing the load-bearing state and stable load-bearing capacity of the formwork support system; and this method provides a guarantee for the construction safety of the formwork support system at the construction site. In addition, this method can perform numerical previews of various construction plans before construction begins, thereby providing a scientific basis for optimizing the construction plan of the formwork support system.

[0076] The above description is only a preferred feasible embodiment of the present invention, and does not limit the scope of rights of the present invention. All equivalent changes made using the contents of the present specification and its drawings are included in the scope of rights of the present invention.

Claims

1. A simulation test method for the bearing capacity of a formwork support, characterized in that: The following steps are included: S1: prepare the pressure testing machine, lower the upper pressure plate of the pressure testing machine, and then hoist the distribution beam at the bottom of the upper pressure plate. The distribution beam includes two primary distribution beams and a secondary distribution beam. The secondary distribution beam is fixed to the bottom of the upper pressure plate. S2: A single-span two-step partial unit frame is built on the lower pressure plate of the pressure testing machine. A support plate used in conjunction with the primary distribution beam is provided on the top of the partial unit frame, and a base abutting against the lower pressure plate is provided at the bottom of the partial unit frame. After that, the upper pressure plate is reset and the partial unit frame is fixed; S3: Select displacement measurement points and arrange high-precision wire-type displacement sensors and electronic strain gauges; S4: Turn on the data acquisition system of the pressure testing machine and debug the instrument to ensure that there is no abnormality before conducting the loading test; S5: Preloading is required first. Preloading mainly adopts the method of controlled load, applying a certain load to the local unit frame and maintaining it for three minutes, then unloading, and then conducting a formal loading test; S6: Formal loading is to apply vertical load to the local unit frame. The magnitude of the applied load is controlled by the terminal of the pressure testing machine. The loading is carried out by displacement control until the local unit frame suffers overall instability failure. S7: Analyze and process the bearing capacity, member displacement, strain and failure mode of the local unit frame in the data acquisition system; S8: Based on the nonlinear stability theory, a geometric model is established according to the geometric dimensions of each component of the local unit frame. The linear buckling analysis and nonlinear post-buckling analysis calculations are performed on the local unit frame model, and then the bearing capacity of the local unit frame is corrected and analyzed according to the cloud map of the calculation results to improve the accuracy; S9: Compare and analyze the analysis results of S7 and S8 to verify and improve the accuracy and reliability of the numerical analysis method of the load-bearing state and stable load-bearing capacity of the formwork support system, and then realize the accurate prediction of the load-bearing state and stable load-bearing capacity of the formwork support at the construction site according to the geometric structure, constraint conditions and loading method of the actual engineering formwork support.

2. The simulation test method for the bearing capacity of the formwork support according to claim 1 is characterized in that: The local unit frame is composed of four vertical poles and several layers of horizontal poles. The vertical poles between the upper and lower adjacent horizontal poles are one section, and diagonal poles are arranged between the upper and lower adjacent horizontal poles. Wire-type displacement sensors are arranged at the nodes of the local unit frame and the midpoint of each step of the vertical poles, and electronic strain gauges are arranged at the midpoints of the horizontal poles, diagonal poles and each section of the vertical poles.

3. The simulation test method for the bearing capacity of the formwork support according to claim 1 is characterized in that: The formal loading in the laboratory of S6 adopts graded loading, applying a displacement of 0.5mm per minute, and then holding the load for two minutes. During this period, data points are collected to observe the changing trends of strain and displacement of the local unit frame, and observe and record the test phenomena. The next level of loading is carried out when the strain and displacement readings no longer change, and the loading is carried out until the local unit frame suffers overall instability and failure.

4. The simulation test method for the bearing capacity of the formwork support according to claim 1 is characterized in that: S8 includes: S81 Create geometric model: Establish each bar model according to the geometric dimensions of each component of the local unit frame and assemble them, and then establish the local unit frame geometric model; S82 frame connection nodes: semi-rigid nodes are used between the vertical poles and horizontal poles, and hinged nodes are used between the vertical poles and diagonal poles; S83 boundary condition: fix the displacement freedom of the bottom of the frame column and apply a vertical downward displacement load to the top of the column; S84 Linear buckling analysis: The geometric model of the local unit frame is numerically discretized, and based on the mechanical properties of each bar material, a linear buckling analysis is performed on the local unit frame to obtain the various instability modes of the local unit frame; S85 nonlinear post-buckling analysis: According to the lowest-order instability mode of the local unit frame, the initial defect is introduced, and the nonlinear post-buckling analysis of the local unit frame is performed based on the nonlinear stability theory of the structure to simulate the instability and failure process of the local unit frame; S86 Result Analysis: Based on the solution results, analyze the bearing state and stable bearing capacity of the local unit frame.

5. The simulation test method for the bearing capacity of the formwork support according to claim 1 is characterized in that: In the process of numerical analysis of the local model frame, a modeling method was adopted in which beam elements simulated bars and connection elements simulated nodes.

6. The simulation test method for the bearing capacity of the formwork support according to claim 1 is characterized in that: Lifting ears are respectively arranged on both sides of the top surface of the primary distribution beam and the secondary distribution beam.

7. The simulation test method for the bearing capacity of the formwork support according to claim 1 is characterized in that: The primary distribution beam and the secondary distribution beam are both I-shaped, and ribs are arranged between the upper and lower wing plates.

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