Design method for controlling force flow of building structure based on staged hinging
By using a phased hinged design method, the problems of excessive bending moment at the beam ends and high material consumption in building structures were solved, achieving stress control and economic improvement of components while maintaining seismic performance.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- TUS DESIGN GRP CO LTD
- Filing Date
- 2025-12-25
- Publication Date
- 2026-05-08
AI Technical Summary
In existing building structural designs, rigid joints result in excessive bending moments at beam ends, low structural ductility, high material consumption, poor economic efficiency, and permanent hinged joints reduce structural redundancy and affect seismic performance.
A phased hinge design method is adopted, which involves making specific parts of the component hinged at the time of application of dead load, and then restoring them to rigid connection. This reduces the bending moment of the component and maintains the seismic performance of the structure. The timing of hinge transition is determined through simulation analysis.
It effectively reduces the bending moment of specific components, saves materials, improves structural ductility and economy, and maintains seismic performance without degradation.
Smart Images
Figure CN121997412A_ABST
Abstract
Description
Technical Field
[0001] This invention belongs to the field of building structures, specifically relating to a design method for controlling the force flow of building structures based on staged hinges. Background Technology
[0002] With economic and social development and increasing demands, large-span structural designs are becoming increasingly common. Conventional large-span beam section design is generally controlled by vertical loads (dead load, live load, etc.), with dead load accounting for over 70% of the total load. Current structural design is based on the following model: first, the joints between structural members are locked or cast into shape, forming rigid joints and a complete structural system, before applying loads. For example, in steel frame structures, the beam-column joints are rigidly connected to form the structural system before constructing the floor slabs and applying loads; while in concrete structures, scaffolding and formwork are erected first, then the columns, beams, and slabs are poured. Once the structure reaches its design strength, the formwork and supports are removed, at which point the columns, beams, and slabs form a complete structural system before applying loads. Both of these models involve forming a rigid joint structural system before applying loads.
[0003] The problems caused by the current rigid connection and subsequent loading design mode include: (1) The rigid connection of the nodes results in the bending moment distributed at the beam end being much larger than that at the mid-span, requiring the beam section to be larger and the beam end to be stronger to meet the requirements, which makes it difficult to realize the seismic resistance concept of "strong column and weak beam", resulting in low structural ductility and low structural safety when an earthquake occurs; (2) The bending moment at the beam end affects the connected columns. Due to the unequal beam span, unequal load, unequal column compression deformation, etc., the bending moment at the beam ends on both sides of the column will be unbalanced and added to the column, increasing the bending moment of the column, which will lead to the column working poorly and the system's economy is not optimal.
[0004] In current technologies, structural components are either permanently hinged or permanently rigid. Permanent hinges reduce structural redundancy, significantly affect structural dynamic characteristics, and impact seismic performance. Permanent rigid connections result in large component cross-sections, higher material consumption, and greater seismic forces, thus degrading structural performance and reducing economic benefits. Summary of the Invention
[0005] To address the problems existing in the aforementioned background technology, and in order to solve the problem of excessive bending moments under dead loads on building structural members resulting in excessively large cross-sections and poor economic efficiency, this invention provides a design method for controlling the force flow of building structures based on staged hinges. This design method reduces the bending moments on specific members without reducing structural redundancy or changing the seismic performance of the structure.
[0006] In all structural stress conditions, the structure's self-weight and other dead loads account for the vast majority (approximately 70%–80%), and their direction is constant. When a component experiences an extremely large bending moment under dead load, it requires a correspondingly large resistance capacity to ensure safety, resulting in significant section requirements and material consumption. By making a specific section of the component a hinged connection capable of releasing the bending moment at the point when the dead load is fully applied, and then taking measures to restore it to a rigid connection to withstand live loads, wind loads, temperature loads, and potential seismic forces after that point, the internal forces on the component are significantly reduced. This allows for a smaller cross-section and material savings, while the overall structural characteristics under wind and seismic loads remain almost unchanged.
[0007] To achieve the above-mentioned objectives, the present invention provides the following technical solution: A design method for controlling the force flow of building structures based on staged hinges includes the following steps: (1) Construct an overall simulation model of the building structure, and set the ends of each component in the model to be rigid. Input the self-weight of the structure and the additional dead load into the model, and perform simulation analysis on the stress of each component of the overall building structure. (2) Apply different influencing factors to the above simulation model, calculate the bending moment of each component under different influencing factors through the calculation model, obtain the bending moment variation law of different parts of the structure under different influencing factors, fit the relationship between influencing factors and component bending moment, analyze the cause of large bending moment at the end of each component, determine whether the large bending moment of each component is caused by additional dead load, and then determine the end of the component that needs to be adjusted in connection. The design method of this invention is aimed at components whose cross-section cannot meet the expected requirements due to excessive bending moment caused by additional dead load; (3) After restoring the initial simulation model in step (1), set the ends of the components that need to be adjusted in step (2) to hinges, reapply the structural self-weight and additional dead load, and recalculate the bending moment of each component. (4) While maintaining the internal forces of the component under the constant load applied in step (3), redefine the previously defined hinged component ends as rigid. (5) Apply different influencing factors to the component model after the end of the component is redefined as rigid in step (4), and calculate the internal force generated by the component under different influencing factors. Based on the calculated internal force, combine it with the internal force of the component under the dead load in step (3) to obtain multiple sets of design internal forces. Then verify the strength and stability of the component. If it fails, repeat step (2) and redetermine the position of the stage hinge that needs to be adjusted.
[0008] The different influencing factors mentioned in steps (2) and (5) include live load, wind load, temperature change, seismic action, etc.
[0009] In step (5), the position of the staged hinge that needs to be adjusted is determined by adding or reducing the staged hinge at the end of the component around the end of the component that was originally adjusted for the connection, or by selecting a nearby end of the component as the staged hinge to replace the original end of the component.
[0010] Compared with the prior art, the present invention has the following beneficial effects: (1) The design method of the present invention ensures that the force flow transmission path in the structure meets the designer's expectations by determining the timing of the transition from rigid connection to hinged connection to rigid connection, and the stress of the component is controlled within an acceptable range.
[0011] (2) The design method of the present invention can effectively reduce the bending moment of some specific components and reduce the seismic action on the structure. Attached Figure Description
[0012] Figure 1 This is an embodiment of the beam-column component connection of the present invention.
[0013] Figure 1 The labels are: 1. Upper column, 2. Lower column, 3. Left beam, 4. Right beam. Detailed Implementation
[0014] The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to specific embodiments and accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments.
[0015] The design method for controlling the force flow of a building structure based on staged hinges, as described in this invention, includes the following steps: (1) Construct an overall simulation model of the building structure, and set the ends of each component in the model to be rigid. Input the self-weight of the structure and the additional dead load into the model, and perform simulation analysis on the stress of each component of the overall building structure. (2) Apply different influencing factors to the above simulation model, calculate the bending moment of each component under different influencing factors through the calculation model, obtain the bending moment variation law of different parts of the structure under different influencing factors, fit the relationship between influencing factors and component bending moment, analyze the cause of large bending moment at the end of each component, determine whether the large bending moment of each component is caused by additional dead load, and then determine the end of the component that needs to be adjusted in connection. The design method of this invention is aimed at components whose cross-section cannot meet the expected requirements due to excessive bending moment caused by additional dead load; (3) After restoring the initial simulation model in step (1), set the ends of the components that need to be adjusted in step (2) to hinges, reapply the structural self-weight and additional dead load, and recalculate the bending moment of each component. (4) While maintaining the internal forces of the component under the constant load applied in step (3), redefine the previously defined hinged component ends as rigid. (5) Apply different influencing factors to the component model after the end of the component is redefined as rigid in step (4), and calculate the internal force generated by the component under different influencing factors. Based on the calculated internal force, combine it with the internal force of the component under the dead load in step (3) to obtain multiple sets of design internal forces. Then verify the strength and stability of the component. If it fails, repeat step (2) and redetermine the position of the stage hinge that needs to be adjusted.
[0016] The different influencing factors mentioned in steps (2) and (5) include live load, wind load, temperature change, seismic action, etc.
[0017] In step (5), the position of the staged hinge that needs to be adjusted is determined by adding or reducing the staged hinge at the end of the component around the end of the component that was originally adjusted for the connection, or by selecting a nearby end of the component as the staged hinge to replace the original end of the component.
[0018] Example In this embodiment, a beam-column member is used as an example. It is a member in a building structure whose cross-section cannot meet the expected requirements due to excessive bending moment caused by additional dead load. Figure 1 The upper column 1 and lower column 2 are both steel columns. The final internal forces when using the traditional rigid connection design and the staged hinge design of the present invention are shown in Table 1 below.
[0019] Table 1. Internal forces of components after conventional rigid connection design and the staged hinged connection design described in this invention. Table 1 shows that: After the lower end of the upper column 1 was connected by a staged hinge, the bending moment at its lower end decreased under both horizontal seismic loading and temperature changes. Although the bending moment at the lower end increased under live load and vertical seismic loading, the absolute value of the increase was limited. Ultimately, the maximum stress ratio of the upper column 1 under various load combinations decreased from 0.901 to 0.549, a reduction of 39%. Upon inspection, it was found that this control combination did not include the seismic load case. In the combinations that included the seismic load case, the maximum stress ratio decreased from 0.625 under fully fixed connection to 0.26, a reduction of 58.4%. The stress ratio of the lower column 2 also decreased significantly, from 1.142 to 0.602. Due to the hinged or staged hinged connections at the upper and lower column ends, the beam ends basically reached a state of self-equilibrium on both sides of the column. Overall, the control stress ratio of the beam-column members tended to be balanced, and the structural control effect was significant.
Claims
1. A design method for controlling the force flow of a building structure based on staged hinges, characterized in that, Includes the following steps: (1) Construct an overall simulation model of the building structure, and set the ends of each component in the model to be rigid. Input the self-weight of the structure and the additional dead load into the model, and perform simulation analysis on the stress of each component of the overall building structure. (2) Apply different influencing factors to the above simulation model, calculate the bending moment of each component under different influencing factors through the calculation model, obtain the bending moment variation law of different parts of the structure under different influencing factors, fit the relationship between influencing factors and component bending moment, analyze the cause of large bending moment at the end of each component, determine whether the large bending moment of each component is caused by additional dead load, and then determine the end of the component that needs to be adjusted in connection. (3) After restoring the initial simulation model in step (1), set the ends of the components that need to be adjusted in step (2) to hinges, reapply the structural self-weight and additional dead load, and recalculate the bending moment of each component. (4) While maintaining the internal forces of the component under the constant load applied in step (3), redefine the previously defined hinged component ends as rigid. (5) Apply different influencing factors to the component model after the end of the component is redefined as rigid in step (4), and calculate the internal force generated by the component under different influencing factors. Based on the calculated internal force, combine it with the internal force of the component under the dead load in step (3) to obtain multiple sets of design internal forces. Then verify the strength and stability of the component. If it fails, repeat step (2) and redetermine the position of the stage hinge that needs to be adjusted.
2. The design method according to claim 1, characterized in that, The different influencing factors mentioned in steps (2) and (5) include live load, wind load, temperature change, and seismic action.
3. The design method according to claim 1, characterized in that, In step (5), the position of the staged hinge that needs to be adjusted is determined by adding or reducing the staged hinge at the end of the component around the end of the component that was originally adjusted for the connection, or by selecting a nearby end of the component as the staged hinge to replace the original end of the component.