Connecting structure for triangular steel module

Abstract

The invention relates to the technical field of building construction, in particular to a connecting structure for a triangular steel module, which comprises a module column unit, a channel steel sleeve unit, an H-shaped steel beam unit and a channel steel beam unit. Structural redundancy and material waste caused by column bearing type steel module structure stoplog combination are optimized, a module column and channel steel sleeve welding mode is adopted, installation efficiency can be improved while installation strength can be improved through two times of installation, cost is saved, and steel consumption is greatly reduced. In addition, the channel steel sleeve greatly enhances the rigidity of the node area and facilitates on-site construction and installation.

Description

Technical Field

[0001] The invention relates to the technical field of building construction, in particular to a connection structure for a herringbone steel module. Background Art

[0002] The characteristics of the components and nodes of the column-bearing steel module structure lead to certain deficiencies in the overall structure: stacked beams and columns with no or weak combined effect (such as Figure 6 As shown in the figure, Figure 6a shows the module unit a1 using the traditional connection structure, Figure 6b shows the structure after assembly using the module unit a1, b1 shows the stacked beam position structure, b2 shows the column position structure, and b3 shows the double-plate position structure. It can be seen from the partial enlarged view in b that the connection node includes four columns and eight beams when it is an edge node, and eight columns and sixteen beams when it is an intermediate node, which causes structural redundancy and material waste, thereby greatly weakening the economic advantage brought by the rapid construction of modular buildings; stacked beams and columns are prone to cause stress concentration in short columns between stacked beams and significant difference in stiffness between internal and external columns of the structure, thereby weakening the overall performance of the structure; multi-beam and multi-column connection leads to no operating space for node assembly during on-site construction and installation, thereby weakening the reliable connectivity between modules and affecting the overall structural performance. Summary of the Invention

[0003] In view of the deficiencies in the prior art, an object of the present invention is to provide a connection structure for a T-shaped steel module.

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

[0005] A connection structure for a "T"-shaped 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 module column unit comprising a first module column and a second module column for upper and lower docking; the channel steel sleeve unit comprising a first channel steel sleeve and a second channel steel sleeve, the first channel steel sleeve being snap-fitted and fixed to the bottom end of the first module column and extending downward by a certain length, the second channel steel sleeve being snap-fitted and fixed to the top end of the second module column and extending upward by a certain length; the H-shaped steel beam unit comprising a first H-shaped steel beam and a second H-shaped steel beam, the end of the first H-shaped steel beam being fixedly connected to the side of the first channel steel sleeve, the end of the second H-shaped steel beam being fixedly connected to the side of the second channel steel sleeve; the channel steel beam unit comprising a first channel steel beam and a second channel steel beam, the end of the first channel steel beam being fixedly connected to the side of the first channel steel sleeve, the end of the second channel steel beam being fixedly connected to the side of the second channel steel sleeve; after the first module column and the second module column are docked up and down, the first channel steel sleeve is snap-fitted and fixed to the second module column, and the second channel steel sleeve is snap-fitted and fixed to the first module column.

[0006] Preferably, a further technical solution of the present invention is:

[0007] Preferably, connecting holes are provided on the first channel steel sleeve and the second channel steel sleeve, and high-strength nuts are fixed at positions corresponding to the connecting holes in the second module column and the first module column. The first channel steel sleeve is fixed to the second module column through high-strength bolts after being buckled together, and the second channel steel sleeve is fixed to the first module column through high-strength bolts after being buckled together.

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

[0009] Preferably, welding or bolting is used between the first channel steel sleeve and the first module column, and between the second channel steel sleeve and the second module column. The welding method is completed in the factory prefabrication stage to ensure the node strength and rigidity, and the bolting method facilitates on-site installation and debugging.

[0010] Preferably, after the first module column and the second module column are butted up and down, the side surfaces of the first channel steel beam and the second channel steel beam fit together.

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

[0012] Preferably, after the first module column and the second module column are butted up and down, the sides of the first channel steel sleeve and the second channel steel sleeve are butted.

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

[0014] Compared with the prior art, the present invention adopting the above technical solution has the following outstanding features:

[0015] The structural redundancy and material waste caused by the stacked beams and columns of the column-bearing steel module structure are optimized. The modular columns and channel steel sleeves are welded together. Through two installations, the installation strength can be improved while the installation efficiency is improved, which saves costs and greatly reduces the amount of steel used. In addition, the use of channel steel sleeves greatly strengthens the node domain stiffness and facilitates on-site construction and installation. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 This is a schematic diagram of the connection structure for the shaped 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 shaped steel module in an embodiment of the present invention. Figure 2 ;

[0018] Figure 31 is a schematic structural diagram of a 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 "pin"-shaped steel module in an embodiment of the present invention;

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

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

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

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

[0024] Figure 9 Schematic diagram of node damage in the finite element analysis results of the connection structure according to an embodiment of the present invention, where different colored areas correspond to different stress magnitudes;

[0025] Figure 10 1 is a schematic diagram of the buckling failure of the channel steel sleeve unit in the finite element analysis results of the connection structure according to an embodiment of the present invention, where different color areas correspond to different stress magnitudes;

[0026] Figure 11 1 is a schematic diagram of the buckling failure of the column wall of a modular column unit in the finite element analysis results of the connection structure according to an embodiment of the present invention, where different color areas correspond to different stress magnitudes;

[0027] Figure 12 is a schematic diagram of a 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 Schematic diagram of the equivalent viscous damping coefficient curve in an embodiment of the present invention.

[0030] Explanation of the accompanying drawings: 1. Modular column unit; 2. Channel steel sleeve unit; 3. H-shaped steel 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-shaped steel beam; 10. Second H-shaped steel beam; 11. First channel steel beam; 12. Second channel steel beam; 13. High-strength bolt. DETAILED DESCRIPTION

[0031] The present invention will be further described below in conjunction with specific embodiments. The purpose is only to better understand the content of the present invention. Therefore, the examples given do not limit the scope of protection of the present invention.

[0032] like Figures 1 to 5 As shown, this embodiment provides a connection structure for a pin-shaped 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 upper and lower docking; 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 to the bottom end of the first module column 5 and extends downward for a certain length, and the second channel steel sleeve 8 is fastened to the top end of the second module column 6 and extends upward for 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 up and down, the first channel steel sleeve 7 is buckled and fixed to the second module column 6, and the second channel steel sleeve 8 is buckled and fixed to the first module column 5.

[0033] During implementation, connecting holes are opened on the first channel steel sleeve 7 and the second channel steel sleeve 8, and high-strength nuts are fixed at the corresponding positions of the connecting holes in the second module column 6 and the first module column 5. The first channel steel sleeve 7 is fastened to the second module column 6 and fixed by high-strength bolts 13, and the second channel steel sleeve 8 is fastened to the first module column 5 and fixed by high-strength bolts 13.

[0034] After the first module column 5 and the second module column 6 are butted up and down, 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. The welding method is completed in the factory prefabrication stage to ensure the node strength and rigidity. After the welding is completed, the overhanging 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; the bolt connection method facilitates on-site installation and debugging.

[0036] After the first module column 5 and the second module column 6 are butted up and down, the side surfaces of the first channel steel beam 11 and the second channel steel beam 12 are in contact with each other.

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

[0038] After the first module column 5 and the second module column 6 are butted up and down, the sides of the first channel steel sleeve 7 and the second channel steel sleeve 8 are butted against each other.

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

[0040] See also Figure 7 Schematic diagram of the connection structure of the present invention applied to a pinion steel module, wherein: Figure 7 Figure c shows a rectangular module unit c1 including the connection structure of the present invention. When assembled, 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. The connection structure of the present invention is used between the middle rectangular module unit c and its lower left and lower right rectangular module units c1. The remaining vacant structures correspond to the single column c2 and single board c3 structures. After assembly, Figure 7 d, where d1 is a single beam position structure, d2 is a single column position structure, d3 is a single plate position structure, and combined Figure 7 From the partial enlarged view in d, it can be seen that after using the connection structure of the present invention, two columns and four beams can be realized at the edge nodes, and two columns and six beams can be realized at the middle nodes; thereby optimizing the structural redundancy and material waste caused by stacking beams and columns in the column-bearing steel module structure, and adopting the welding form of module columns and channel steel sleeves, the installation strength can be improved while improving the installation efficiency through two installations, saving costs and greatly reducing the amount of steel used; in addition, the use of channel steel sleeves greatly enhances the node domain stiffness 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 the present invention, and static loading is performed to obtain the mechanical properties of the spatial nodes:

[0042] 1. Finite Element Modeling

[0043] Finite element analysis software ABAQUS was used to establish the corresponding refined finite element model. The finite element model used 10mm thick square steel tube columns, H-shaped steel H150×200×6×9, and channel steel beams 200×75×10. The height from the bottom of the second module column to the top of the first module column is H=3.0 m, and the span from the first and second H-shaped steel beam ends and the channel steel beam unit end to the center section of the module column unit is L=1.5 m. The welding in the model adopts binding constraints. The contact between the bolts and the plates, and the contact between the plates in the model are established by setting the tangential anti-slip coefficient to 0.45 and the normal to hard contact. The bolts use a "dumbbell" model instead of the bolt cap and bolt rod; specifically, Figure 8 shown.

[0044] 2. Failure morphology analysis

[0045] In the study of structural seismic performance, the inter-story displacement angle is an important indicator for evaluating the deformation capacity and failure mode of the structure. Based on the results of ABAQUS finite element analysis, this paper studies the stress distribution and failure mode when the inter-story displacement angle is loaded to 0.05 rad. The analysis shows that when the displacement angle reaches 0.05 rad, the structure presents a composite failure mode of local plastic yielding, multi-region damage and inter-story shear failure. Figure 9 As shown in the figure, different color areas correspond to different stress levels, and the damage of the node is mainly concentrated in the node domain where the channel steel beam unit and the channel steel sleeve have obvious cracks. Figure 10 As shown in the figure, different color areas correspond to different stress levels. As the downward pressure increases on the first and second H-beam sides, stress concentration occurs in the channel steel sleeve. The main stress is concentrated in the welding area between the lower flanges of the first and second H-beams and the channel steel sleeve, resulting in a concave phenomenon at the connection between the channel steel sleeve and the lower flange. Figure 11 As shown in the figure, different color areas correspond to different stress magnitudes. The column wall corresponding to the lower flange in the modular column unit is slightly concave. As the inter-story displacement angle increases, the column wall bulging continues to intensify during the loading process.

[0046] 3. Bearing capacity analysis

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

[0048] Table 1 Mechanical properties

[0049]

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

[0051] in conclusion:

[0052] 1. Channel steel beam units have outstanding strength performance, but their ductility is lower than that of H-beams. They are 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] 4. Hysteresis Capacity Analysis

[0055] The hysteresis curves of the three nodes are summarized and compared, such as Figure 13 As shown. The hysteresis curve is spindle-shaped and relatively full. This shows that this series of nodes has good energy dissipation capacity and seismic performance. In the elastic stage at the beginning of loading, the load-displacement relationship of each node is linear, the curve overlap is high, and the hysteresis loop area is small; as the displacement of the beam end continues to increase, each node successively enters the elastic-plastic stage, the node undergoes plastic deformation, the load-displacement curve successively shows separation, the hysteresis loop area gradually increases, and the energy dissipation capacity continues to increase. The cumulative area of the hysteresis loop is ranked as follows: channel steel beam unit > second H-beam > first H-beam.

[0056] 5. Energy consumption capacity analysis

[0057] The fuller the hysteresis curve, the larger the hysteresis loop area, and the better the energy dissipation capacity. The energy dissipation capacity of a structure or frame during loading is usually measured by calculating the equivalent viscous damping coefficient hc. The larger the equivalent viscous damping coefficient hc, the more significant the energy dissipation capacity of the structure. Figure 14 As shown in the figure, the equivalent viscous damping coefficients of the three beams all show an upward trend with increasing interstory drift angles, indicating that the energy dissipation capacity of the structure increases under larger deformations. The equivalent viscous damping coefficient of the first H-beam reaches the highest, 0.26, indicating its optimal energy dissipation capacity. Considering the poor synergy between the two elements of the double channel steel, the equivalent viscous damping coefficient of the channel steel beam element is the lowest (0.23), indicating its weak energy dissipation capacity, which may be related to its lower ductility (μ = 1.63-1.72).

[0058] The second H-beam falls in between the two, with a maximum equivalent viscous damping coefficient of 0.25, indicating moderate performance. The high equivalent viscous damping coefficient of the second H-beam is consistent with its full hysteretic loop and slow stiffness degradation, 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 excellent seismic performance. Their high equivalent viscous damping coefficients of 0.26 and 0.25 make them an ideal choice for structures in seismic areas.

[0061] 2. Although the channel steel beam unit has high strength, the double channel steel beam unit has poor collaborative effect, resulting in weak energy dissipation capacity, and should be used with caution in seismic design.

[0062] The above description is only a preferred embodiment of the present invention and does not limit the scope of the present invention. Any equivalent changes made by using the contents of the present invention description and the drawings are included in the scope of the present invention.

Claims

1. A connection structure for a T-shaped steel module, comprising a module column unit, a channel steel sleeve unit, an H-shaped steel beam unit and a channel steel beam unit, characterized in that: The modular column unit includes a first modular column and a second modular column for upper and lower docking; the channel steel sleeve unit includes a first channel steel sleeve and a second channel steel sleeve, the first channel steel sleeve is buckled and fixed to the bottom end of the first modular column and extends downward for a certain length, and the second channel steel sleeve is buckled and fixed to the top end of the second modular column and extends upward for 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 docked up and down, the first channel steel sleeve is buckled and fixed to the second modular column, and the second channel steel sleeve is buckled and fixed to the first modular column.

2. The connection structure for the T-shaped steel module according to claim 1, characterized in that: The first channel steel sleeve and the second channel steel sleeve are both provided with connecting holes. High-strength nuts are fixed at positions corresponding to the connecting holes in the second module column and the first module column. The first channel steel sleeve is fastened to the second module column and fixed by high-strength bolts. The second channel steel sleeve is fastened to the first module column and fixed by high-strength bolts.

3. The connection structure for the T-shaped steel module according to claim 1, characterized in that: After the first module column and the second module column are butted up and down, the first H-shaped steel beam and the second H-shaped steel beam are at the same height.

4. The connection structure for the T-shaped steel module according to claim 1, characterized in that: The first channel steel sleeve and the first module column, as well as the second channel steel sleeve and the second module column are connected by welding or bolts. The welding method is completed during the factory prefabrication stage to ensure the node strength and rigidity, and the bolt connection method facilitates on-site installation and commissioning.

5. The connection structure for the "P"-shaped steel module according to claim 1, characterized in that: After the first module column and the second module column are butted up and down, the sides of the first channel steel beam and the second channel steel beam fit together.

6. The connection structure for the "P"-shaped steel module according to claim 5, characterized in that: The first H-shaped steel beam and the first channel steel beam are fixed to adjacent sides of the first channel steel sleeve; the second H-shaped steel beam and the second channel steel beam are fixed to adjacent sides of the second channel steel sleeve.

7. The connection structure for the "P"-shaped steel module according to claim 1, characterized in that: After the first module column and the second module column are butted up and down, the sides of the first channel steel sleeve and the second channel steel sleeve are butted together.

8. The connection structure for the "P"-shaped 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 this is completed during the prefabrication stage in the factory to ensure a firm connection and improve the overall stability.

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