Connection structure for a delta steel module

Abstract

The present application relates to the technical field of building construction, and in particular to a connecting structure for a triangular steel module, comprising a module column unit, a channel steel sleeve unit, an H-shaped steel beam unit and a channel steel beam unit. The connecting structure optimizes the structural redundancy and material waste caused by the column-bearing steel module structure, and adopts a module column and channel steel sleeve welding form. Through two-time installation, the installation strength and efficiency can be improved, the cost can be saved, and the steel consumption can be greatly reduced. In addition, the channel steel sleeve greatly strengthens the node domain stiffness and facilitates on-site construction and installation.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, specifically to a connection structure for triangular steel modules. Background Technology

[0002] The structural features and joint characteristics of column-bearing steel modular structures result in certain deficiencies in the overall structure: overlapping beams and columns with weak or no combined action (such as double-slab structures). Figure 6 As shown in the figure, Figure 6a shows the modular unit a1 using the traditional connection structure, Figure 6b shows the structure after assembly using modular unit a1, Figure b1 shows the structure at the stacked beam position, Figure b2 shows the structure at the parallel column position, and Figure b3 shows the structure at the double plate position. From the enlarged view in Figure b, it can be seen that when the connection node is an edge node, it includes four columns and eight beams, and when it is an intermediate node, it includes eight columns and sixteen beams, which causes structural redundancy and material waste, thus significantly weakening the economic advantages brought by the rapid construction of modular buildings. Stacked beams and parallel columns can easily lead to stress concentration in short columns between stacked beams and the difference in stiffness between the inner and outer columns of the structure can easily weaken the overall structural performance. Multi-beam and multi-column connections result in no operating space for node assembly during on-site construction and installation, thus weakening the reliable connection between modules and affecting the overall structural performance. Summary of the Invention

[0003] To address the shortcomings of existing technologies, the purpose of this invention is to provide a connection structure for a triangular steel module.

[0004] The technical solution adopted by this invention to solve its technical problem is:

[0005] A connection structure for a triangular steel module includes a module column unit, a channel steel sleeve unit, an H-shaped steel beam unit, and a channel steel beam unit. The module column unit includes a first module column and a second module column for vertical connection. The channel steel sleeve unit includes a first channel steel sleeve and a second channel steel sleeve. The first channel steel sleeve is fastened and fixed to the bottom end of the first module column and extends downwards by a certain length, while the second channel steel sleeve is fastened and fixed to the top end of the second module column and extends upwards by a certain length. The H-shaped steel beam unit includes a first H-shaped steel beam and a second H-shaped steel beam. The end of the first H-shaped steel beam is fixedly connected to the side of the first channel steel sleeve, and the end of the second H-shaped steel beam is fixedly connected to the side of the second channel steel sleeve. The channel steel beam unit includes a first channel steel beam and a second channel steel beam. The end of the first channel steel beam is fixedly connected to the side of the first channel steel sleeve, and the end of the second channel steel beam is fixedly connected to the side of the second channel steel sleeve. After the first module column and the second module column are vertically connected, the first channel steel sleeve is fastened and fixed to the second module column, and the second channel steel sleeve is fastened and fixed to the first module column.

[0006] As a preferred embodiment, a further technical solution of the present invention is:

[0007] Preferably, both the first channel steel sleeve and the second channel steel sleeve are provided with connecting holes, and high-strength nuts are fixed in the second module column and the first module column at the corresponding positions of the connecting holes. After the first channel steel sleeve and the second module column are fastened together, they are fixed by high-strength bolts, and after the second channel steel sleeve and the first module column are fastened together, they are fixed by high-strength bolts.

[0008] Preferably, after the first module column and the second module column are connected vertically, the first H-shaped steel beam and the second H-shaped steel beam are at the same height.

[0009] Preferably, the first channel steel sleeve and the first module column, and the second channel steel sleeve and the second module column are connected by welding or bolting. Welding is completed in the factory prefabrication stage to ensure the strength and rigidity of the node, while bolting facilitates on-site installation and commissioning.

[0010] Preferably, after the first module column and the second module column are joined together vertically, the sides of the first channel steel beam and the second channel steel beam are fitted together.

[0011] Preferably, the first H-shaped steel beam and the first channel steel beam are fixed to the adjacent sides of the first channel steel sleeve; the second H-shaped steel beam and the second channel steel beam are fixed to the adjacent sides of the second channel steel sleeve.

[0012] Preferably, after the first module column and the second module column are joined vertically, the sides of the first channel steel sleeve and the second channel steel sleeve are joined together.

[0013] Preferably, the channel steel beam unit and the channel steel sleeve unit are fixed by welding, and the connection is completed in the factory prefabrication stage to ensure a firm connection and improve overall stability.

[0014] The present invention, which adopts the above technical solution, has the following prominent features compared with the prior art:

[0015] The structural redundancy and material waste caused by stacked beams and columns in the column-bearing steel modular structure have been optimized. The modular columns and channel steel sleeves are welded together. The installation strength can be improved and the installation efficiency can be improved through two installations, saving costs and greatly reducing the amount of steel used. In addition, the use of channel steel sleeves greatly enhances the stiffness of the node area and facilitates on-site construction and installation. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of the connection structure for the triangular steel module in an embodiment of the present invention. Figure 1 ;

[0017] Figure 2 This is a schematic diagram of the connection structure for the triangular steel module in an embodiment of the present invention. Figure 2 ;

[0018] Figure 3This is a structural schematic diagram of the channel steel sleeve unit in an embodiment of the present invention;

[0019] Figure 4 This is a schematic diagram of the overall splicing structure of the connection structure for the triangular steel module in this embodiment of the invention;

[0020] Figure 5 This is a schematic diagram of the structure connected by high-strength bolts after splicing in an embodiment of the present invention;

[0021] Figure 6 This is a schematic diagram of a double-slab structure with stacked beams and columns in the existing structure;

[0022] Figure 7 This is a schematic diagram illustrating the application of the connection structure of the present invention in a triangular steel module;

[0023] Figure 8 This is a finite element model diagram of the connection structure in an embodiment of the present invention;

[0024] Figure 9 This is a schematic diagram of node failure in the finite element analysis results of the connection structure in an embodiment of the present invention. Different colored areas in the diagram correspond to different stress magnitudes.

[0025] Figure 10 This is a schematic diagram of the buckling failure of the channel steel sleeve unit in the finite element analysis results of the connection structure in the embodiment of the present invention. Different colored areas in the figure correspond to different stress magnitudes.

[0026] Figure 11 This is a schematic diagram of the bulging failure of the column wall of the module column unit in the finite element analysis results of the connection structure in the embodiment of the present invention. Different colored areas in the figure correspond to different stress magnitudes.

[0027] Figure 12 This is a schematic diagram of the skeleton curve in an embodiment of the present invention;

[0028] Figure 13 Schematic diagram of hysteresis curve in an embodiment of the present invention;

[0029] Figure 14 This is a schematic diagram of the equivalent viscous damping coefficient curve in an embodiment of the present invention.

[0030] Explanation of reference numerals in the attached drawings: 1. Modular column unit; 2. Channel steel sleeve unit; 3. H-beam unit; 4. Channel steel beam unit; 5. First modular column; 6. Second modular column; 7. First channel steel sleeve; 8. Second channel steel sleeve; 9. First H-beam; 10. Second H-beam; 11. First channel steel beam; 12. Second channel steel beam; 13. High-strength bolt. Detailed Implementation

[0031] The present invention will be further illustrated below with reference to specific embodiments. The purpose of this illustration is solely to provide a better understanding of the invention. Therefore, the examples given do not limit the scope of protection of the present invention.

[0032] like Figures 1 to 5 As shown in the figure, this embodiment provides a connection structure for a triangular steel module, including a module column unit 1, a channel steel sleeve unit 2, an H-shaped steel beam unit 3, and a channel steel beam unit 4. The module column unit 1 includes a first module column 5 and a second module column 6 for vertical connection. The channel steel sleeve unit 2 includes a first channel steel sleeve 7 and a second channel steel sleeve 8. The first channel steel sleeve 7 is fastened and fixed to the bottom end of the first module column 5 and extends downward and outward by a certain length. The second channel steel sleeve 8 is fastened and fixed to the top end of the second module column 6 and extends upward and outward by a certain length. The H-shaped steel beam unit 3 includes a first H-shaped steel beam. 9 and the second H-shaped steel beam 10, the end of the first H-shaped steel beam 9 is fixedly connected to the side of the first channel steel sleeve 7, and the end of the second H-shaped steel beam 10 is fixedly connected to the side of the second channel steel sleeve 8; the channel steel beam unit 4 includes a first channel steel beam 11 and a second channel steel beam 12, the end of the first channel steel beam 11 is fixedly connected to the side of the first channel steel sleeve 7, and the end of the second channel steel beam 12 is fixedly connected to the side of the second channel steel sleeve 8; after the first module column 5 and the second module column 6 are connected vertically, the first channel steel sleeve 7 is fastened and fixed to the second module column 6, and the second channel steel sleeve 8 is fastened and fixed to the first module column 5.

[0033] During implementation, connection holes are provided on the first channel steel sleeve 7 and the second channel steel sleeve 8. High-strength nuts are fixed in the second module column 6 and the first module column 5 at the corresponding positions of the connection holes. After the first channel steel sleeve 7 and the second module column 6 are fastened together, they are fixed by high-strength bolts 13. After the second channel steel sleeve 8 and the first module column 5 are fastened together, they are fixed by high-strength bolts 13.

[0034] After the first module column 5 and the second module column 6 are connected vertically, the first H-shaped steel beam 9 and the second H-shaped steel beam 10 are at the same height.

[0035] The first channel steel sleeve 7 and the first module column 5, and the second channel steel sleeve 8 and the second module column 6 are connected by welding or bolts. Welding is completed in the factory prefabrication stage to ensure the strength and rigidity of the joint. After welding, the extended parts of the first channel steel sleeve 7 and the second channel steel sleeve 8 are ensured to be symmetrical for subsequent on-site assembly. Bolt connection facilitates on-site installation and commissioning.

[0036] After the first module column 5 and the second module column 6 are connected vertically, the sides of the first channel steel beam 11 and the second channel steel beam 12 fit together.

[0037] The first H-shaped steel beam 9 and the first channel steel beam 11 are fixed to the adjacent sides of the first channel steel sleeve 7; the second H-shaped steel beam 10 and the second channel steel beam 12 are fixed to the adjacent sides of the second channel steel sleeve 8.

[0038] After the first module column 5 and the second module column 6 are joined vertically, the sides of the first channel steel sleeve 7 and the second channel steel sleeve 8 are joined together.

[0039] The channel steel beam unit 4 and the channel steel sleeve unit 2 are fixed by welding, and the connection is completed in the factory prefabrication stage to ensure a firm connection and improve overall stability.

[0040] See Figure 7 This is a schematic diagram of the connection structure of the present invention applied to a triangular steel module, wherein, Figure 7 Figure c shows a rectangular module unit c1 containing the connection structure of the present invention. During assembly, the connection structure of the present invention is used between the middle rectangular module unit c1 and its upper left and upper right rectangular module units c1, and the connection structure of the present invention is also used between the middle rectangular module unit c1 and its lower left and lower right rectangular module units c1. The remaining empty structures correspond to the single column c2 and single plate c3 structures. After assembly, as shown... Figure 7 As shown in d, where d1 is the single-beam structure, d2 is the single-column structure, and d3 is the single-slab structure, and combined with Figure 7 As shown in the enlarged view in section d, the connection structure of this invention enables two columns and four beams at the edge nodes and two columns and six beams at the middle nodes. This optimizes the structural redundancy and material waste caused by the stacked beams and columns in the column-bearing steel modular structure. By adopting the modular column and channel steel sleeve welding method, the installation strength can be improved and the installation efficiency can be improved through two installations, saving costs and greatly reducing the amount of steel used. In addition, the use of channel steel sleeves greatly enhances the stiffness of the node area and facilitates on-site construction and installation.

[0041] The following numerical simulation modeling and analysis are performed on the spatial nodes in the connection structure of this invention, and static loading is applied to obtain the mechanical properties of the spatial nodes:

[0042] I. Finite Element Modeling

[0043] A refined finite element model was established using the finite element analysis software ABAQUS. The model uses 10mm thick square steel pipe columns, H-beams of H150×200×6×9, and channel steel beams of 200×75×10. The height H = 3.0 m from the bottom of the second module column to the top of the first module column, and the span L = 1.5 m from the ends of the first and second H-beams and the end of the channel steel beam unit to the center section of the module column unit, are all 1.5 m. Welding in the model uses binding constraints. Contacts between bolts and plates, and between plates themselves, are established using a tangential anti-slip coefficient of 0.45 and a hard contact setting in the normal direction. Bolts are represented by a dumbbell-shaped model instead of bolt heads and bolt shanks; specifically... Figure 8 As shown.

[0044] II. Analysis of Failure Modes

[0045] In structural seismic performance studies, inter-story drift angle is a crucial indicator for evaluating structural deformation capacity and failure modes. This invention, based on ABAQUS finite element analysis, investigates the stress distribution and failure modes when the inter-story drift angle is increased to 0.05 rad. The analysis shows that the structure exhibits a complex failure mode at a drift angle of 0.05 rad, comprising localized plastic yielding, multi-regional damage, and inter-story shear failure. Figure 9 As shown in the figure, different colored areas correspond to different stress magnitudes. The failure at the nodes is mainly concentrated in the nodal domain, where obvious cracks appear between the channel steel beam element and the channel steel sleeve. Figure 10 As shown in the figure, different colored areas correspond to different stress magnitudes. With the increase in downward pressure, stress concentration occurs on the channel steel sleeve between the first and second H-shaped steel beams. The main stress concentration is at the welded joint between the lower flange of the first and second H-shaped steel beams and the channel steel sleeve, resulting in an inward concavity at the connection between the channel steel sleeve and the lower flange. Figure 11 As shown in the figure, different colored areas correspond to different stress magnitudes. Slight indentation occurs at the column wall corresponding to the lower flange in the modular column unit. As the inter-story drift angle increases, the column wall bulging intensifies during loading.

[0046] III. Bearing Capacity Analysis

[0047] Through quasi-static loading, skeleton curves for three types of beam end loading were extracted, including first H-beam, second H-beam, and channel steel beam elements, such as... Figure 12 As shown in Table 1, the load-bearing capacity of the three types of nodes was analyzed using skeleton curves. The main analysis included yield strength, yield displacement, ultimate strength, ultimate displacement, yield rotation angle, ultimate rotation angle, and ductility. The specific simulation values ​​are shown in Table 1.

[0048] Table 1 Mechanical Performance Indicators

[0049]

[0050] The first H-beam exhibited the same yield strength under both positive and negative loading (71.621 KN), while the second H-beam showed a slightly higher yield strength in the positive direction (71.913 KN) and a lower yield strength in the negative direction (68.579 KN). The yield strength of the channel steel beam element was significantly higher than that of the H-beam (81.879 KN in the positive direction and 77.923 KN in the negative direction), indicating stronger initial resistance to deformation. The channel steel beam element performed best (94.531 KN in the positive direction and 91.234 KN in the negative direction), followed by the second H-beam (86.126 KN in the positive direction). The second H-beam showed the highest ductility in the positive direction (μ=2.14) and a lower ductility in the negative direction (μ=1.72), indicating superior plastic deformation capacity under positive loading. Both the yield rotation angle and the ultimate rotation angle were consistent with the displacement trend, with the first H-beam showing better rotation symmetry.

[0051] in conclusion:

[0052] 1. Channel steel beam units excel in strength, but their ductility is lower than that of H-beams, making them suitable for scenarios with high strength requirements and low deformation requirements.

[0053] 2. The second H-shaped steel beam has excellent positive ductility and is suitable for seismic design requiring high energy dissipation capacity.

[0054] IV. Hysteresis Analysis

[0055] The hysteresis curves of the three types of nodes were summarized and compared, such as... Figure 13 As shown, the hysteresis curves are spindle-shaped and relatively full, indicating that this series of nodes has good energy dissipation capacity and seismic performance. In the initial elastic stage of loading, the load-displacement relationship of each node is linear, the curves have a high degree of overlap, and the hysteresis loop area is small. As the beam end displacement continues to increase, each node successively enters the elastic-plastic stage, the nodes exhibit plastic deformation, the load-displacement curves successively show separation, the hysteresis loop area gradually increases, and the energy dissipation capacity continuously increases. The cumulative hysteresis loop area is ranked as follows: channel steel beam element > second H-beam > first H-beam.

[0056] V. Energy Consumption Capacity Analysis

[0057] A fuller hysteresis curve and a larger hysteresis loop area indicate better energy dissipation capacity. The energy dissipation capacity of a structure or frame during loading is typically measured by calculating the equivalent viscous damping coefficient hc; a larger hc indicates a more significant energy dissipation capacity. For example... Figure 14 As shown, the equivalent viscous damping coefficients of the three types of beams all show an upward trend with the increase of the inter-story drift angle, indicating that the energy dissipation capacity of the structure is enhanced under large deformation. The first H-shaped steel beam has the highest equivalent viscous damping coefficient, reaching 0.26, indicating that its energy dissipation capacity is the best. Considering the poor cooperative effect between the two elements of the double channel steel, the channel steel beam element has the lowest equivalent viscous damping coefficient (0.23), indicating that its energy dissipation capacity is weak, which may be related to its low ductility (μ=1.63~1.72).

[0058] The second H-beam falls between the two, with a maximum equivalent viscosity coefficient of 0.25, exhibiting moderate performance. The high equivalent viscous damping coefficient of the second H-beam is consistent with its full hysteresis loop and slow stiffness degradation characteristics, making it suitable for seismic design in high-intensity earthquake zones.

[0059] in conclusion:

[0060] 1. The first and second H-shaped steel beams have superior seismic performance, with high equivalent viscous damping coefficients of 0.26 and 0.25 respectively, making them ideal choices for structures in seismic zones.

[0061] 2. Although channel steel beam units have high strength, the poor collaborative working effect of double channel steel beam units results in weak energy dissipation capacity, so they should be used with caution in seismic design.

[0062] The above description is merely a preferred embodiment of the present invention and is not intended to limit the scope of the invention. All equivalent changes made based on the description and drawings of the present invention are included within the scope of the present invention.

Claims

1. A connection structure for a triangular steel module, comprising module column units, channel steel sleeve units, H-beam units, and channel steel beam units, characterized in that, The modular column unit includes a first modular column and a second modular column for vertical connection; the channel steel sleeve unit includes a first channel steel sleeve and a second channel steel sleeve, the first channel steel sleeve is fastened and fixed to the bottom end of the first modular column and extends downward and outward by a certain length, and the second channel steel sleeve is fastened and fixed to the top end of the second modular column and extends upward and outward by a certain length; the H-shaped steel beam unit includes a first H-shaped steel beam and a second H-shaped steel beam, the end of the first H-shaped steel beam is fixedly connected to the side of the first channel steel sleeve, and the end of the second H-shaped steel beam is fixedly connected to the side of the second channel steel sleeve; the channel steel beam unit includes a first channel steel beam and a second channel steel beam, the end of the first channel steel beam is fixedly connected to the side of the first channel steel sleeve, and the end of the second channel steel beam is fixedly connected to the side of the second channel steel sleeve; after the first modular column and the second modular column are vertically connected, the first channel steel sleeve is fastened and fixed to the second modular column, and the second channel steel sleeve is fastened and fixed to the first modular column; Both the first channel steel sleeve and the second channel steel sleeve have connection holes. High-strength nuts are fixed in the second module column and the first module column at the corresponding positions of the connection holes. After the first channel steel sleeve and the second module column are fastened together, they are fixed with high-strength bolts. After the second channel steel sleeve and the first module column are fastened together, they are fixed with high-strength bolts. After the first and second module columns are joined together vertically, the sides of the first and second channel steel beams fit together. The first H-shaped steel beam and the first channel steel beam are fixed to the adjacent sides of the first channel steel sleeve; the second H-shaped steel beam and the second channel steel beam are fixed to the adjacent sides of the second channel steel sleeve.

2. The connection structure for a triangular steel module according to claim 1, characterized in that, After the first and second module columns are joined together vertically, the first H-beam and the second H-beam are at the same height.

3. The connection structure for a triangular steel module according to claim 1, characterized in that, The first channel steel sleeve and the first module column, and the second channel steel sleeve and the second module column are connected by welding or bolts. Welding is completed in the factory prefabrication stage to ensure the strength and rigidity of the node, while bolt connection is convenient for on-site installation and commissioning.

4. The connection structure for a triangular steel module according to claim 1, characterized in that, After the first module column and the second module column are joined vertically, the sides of the first channel steel sleeve and the second channel steel sleeve are joined together.

5. The connection structure for a triangular steel module according to claim 1, characterized in that, The channel steel beam unit and the channel steel sleeve unit are fixed by welding, and the connection is completed in the factory prefabrication stage to ensure a firm connection and improve overall stability.

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