Concrete-filled steel tube column joint with double-side wave starting connecting plates and construction method
By designing the concrete column nodes of the double-sided wave-burning connecting plate steel pipe, the problem of insufficient seismic and continuous collapse resistance is solved, the traditional nodes are achieved, and the construction process is simplified, which is suitable for seismic and anti-continuous collapse. Building structures with high continuous collapse performance requirements.
Patent Information
- Application Number
- CN202411808169.X
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-12-10
- Publication Date
- 2025-01-14
AI Technical Summary
Traditional building nodes have shortcomings in their seismic and continuous collapse resistance, and the construction methods are cumbersome, making it difficult to ensure construction quality, especially in emergencies, the deformation ability of the structure is poor.
A double-sided wave-raising connecting plate steel pipe concrete column node is designed, including short webs, H-shaped extension end plates, connecting bolts, wide flange wave-raising connecting plates and narrow flange wave-raising connecting plates, through welding and bolts Connection enhances the deformation capability of nodes and resists continuous collapse performance, while simplifying the construction method.
Improve the deformation capacity of the node by 20%~40%, improve the resistance to continuous collapse and repair performance by 20~35%, and does not affect the seismic performance of the structure in terms of seismic performance, simplify the construction process, improve the safety of installation and degree of industrialization.
Smart Images
Figure CN119308433A_ABST
Abstract
Description
Technical Field
[0001] The invention relates to the technical field of building equipment, in particular to a double-side corrugated connecting plate steel tube concrete column node and a construction method. Background Art
[0002] At present, the traditional construction method is affected by the construction weather environment, the construction method is cumbersome, and the construction quality is difficult to guarantee. At the same time, the rapid development of prefabricated buildings in recent years has also put forward more stringent requirements on the earthquake resistance, bearing capacity, and progressive collapse resistance of prefabricated buildings.
[0003] In recent years, the frequent occurrence of earthquake disasters has caused a large amount of property losses and casualties. It is particularly important to ensure the seismic performance of building structures. The bearing capacity, repair ability and ductility of ordinary nodes are poor. The building structure can achieve the purpose of enhancing the seismic performance of the building structure by changing the connection method of the node part. For example: weakening the cross section of the steel beam, enhancing the deformation performance of the movable node, adding replaceable parts to improve the structural repair ability, etc.
[0004] In order to prevent the further continuation and expansion of building damage under sudden events, the structure's resistance to progressive collapse is also crucial. In order to make the prefabricated steel tube concrete structure have better resistance to progressive collapse, it is necessary to strengthen the tensile strength and deformation performance of the steel beam part of the building structure. Ordinary nodes enhance the resistance to progressive collapse of nodes by adding prestressed steel strands, increasing the reinforcement ratio of steel bars, and adding column web reinforcement ribs. However, these methods of enhancing the stiffness and strength of the nodes will have a certain impact on the seismic performance of the structure, which is not conducive to the structure to achieve good seismic performance under the premise of achieving progressive collapse resistance. Therefore, under this background, it is necessary to design a prefabricated steel tube concrete column node connection structure with simple assembly, low production cost, strong bearing capacity and good ductility to provide reference and support for the development of the structure and scientific research. Summary of the invention
[0005] To achieve the above technical objectives, the present invention provides a double-sided corrugated connecting plate steel tube concrete column node and construction method, which is not only simple to assemble, has high bearing capacity, strong seismic performance and progressive collapse resistance, but also provides better ductile deformation capacity. Specifically, it enhances the deformation capacity of the beam-column node under load under the conditions of earthquakes, explosions, and emergencies.
[0006] The double-sided corrugated connecting plate steel tube concrete column node comprises a short web steel tube concrete column 1, an H-shaped extended end plate 2, connecting bolts 3, a flange wide corrugated connecting plate 4, a flange narrow corrugated connecting plate 5, a web corrugated connecting plate 6 and an H-shaped steel beam 7; the web steel tube concrete column 1 comprises a steel tube concrete column 1-1 and a short web 1-2, and the steel tube concrete column 1-1 is welded to the short web 1-2; the H-shaped extended end plate 2 comprises a trapezoidal vertical plate 2-1 and a horizontal plate 2-2 with bolt holes, and the trapezoidal vertical plates 2-1 are welded on both sides of the horizontal plate 2-2 with bolt holes; the connecting bolts 3 comprise flange connecting bolts 3-1 and web connecting bolts 3-2; A short web 1-2 and an H-shaped overhanging end plate 2 are welded to the steel tube concrete column 1-1, and the H-shaped overhanging end plate 2 is arranged at intervals between the H-shaped steel beam 7. The upper flange of the H-shaped steel beam 7 is connected to the wide flange corrugated connecting plate 4 through the flange connecting bolts 3-1, and the lower flange of the H-shaped steel beam 7 is connected to the narrow flange corrugated connecting plate 5 through the flange connecting bolts 3-1. The short web 1-2 is connected to the H-shaped steel beam 7 through the web corrugated connecting plate 6 and the web connecting bolts 3-2.
[0007] The middle section of the flange wide corrugated connecting plate 4 is a double corrugated portion, a slotted wide corrugated portion, a holed wide corrugated portion, and a V-shaped multi-corrugated portion. Any one of the above middle section corrugated portions is selected to form a flange wide double corrugated connecting plate 4a, a flange slotted wide corrugated connecting plate 4b, a flange holed wide corrugated connecting plate 4c, and a flange wide V-shaped multi-corrugated connecting plate 4d.
[0008] The middle section of the narrow flange wave connecting plate 5 is a double wave portion and a V-shaped multi-wave portion. Any of the above middle section wave portions is selected to form a narrow flange double wave connecting plate 5a and a narrow flange V-shaped multi-wave connecting plate 5b; the wave height H 5b / Wave length W 5b The ratio is ~ ; Wave height H 5a / Wave length W 5a The ratio is ~ .
[0009] The construction method of the double-sided corrugated connecting plate steel tube concrete column node is characterized by comprising the following steps S1, plate type combination - select any one of the flange wide corrugated connecting plate 4, flange wide double corrugated connecting plate 4a, flange slotted wide corrugated connecting plate 4b, flange holed wide corrugated connecting plate 4c, flange wide V-shaped multi-corrugated connecting plate 4d; Select any one of the narrow flange corrugated connecting plate 5, the narrow flange double corrugated connecting plate 5a, and the narrow flange V-shaped multi-corrugated connecting plate 5b; combine and splice the above selected plate types; S2. Assembly and splicing - H-shaped outwardly extending end plates 2 and H-shaped steel beams 7 are arranged at intervals, the upper flange of the H-shaped steel beams 7 is connected to the selected flange wide wave connection plate through flange connection bolts 3-1, the lower flange of the H-shaped steel beams 7 is connected to the selected flange narrow wave connection plate through flange connection bolts 3-1, and the short web 1-2 is connected to the H-shaped steel beam 7 through the web wave connection plate 6 and the web connection bolts 3-2. The plate type combination and assembly and splicing of this case realize simulation experiments of different stress conditions, and are also convenient for effectively adjusting the stress under different construction conditions.
[0010] The beneficial effects of the present invention are: 1. Compared with the traditional nodes and construction methods, the double-sided wave-shaped connecting plate steel tube concrete column node and construction method provided by the present invention can enhance the deformation capacity by 20% to 40% under the same bearing capacity. At the same time, the energy absorption and repair performance of the replaceable parts, the spacers and the wave-shaped connecting plates are improved by 20 to 35%. The setting of the spacers and the double-sided wave-shaped connecting plates on the flanges will not have too much impact on the seismic performance of the structure. The role of the interval is to ensure the safety of the column and beam-column nodes, prevent brittle failure at the beam ends, ensure that the catenary effect is fully exerted, and improve the anti-continuous collapse performance of the structure. 2. The manufacturing technology of the node assembly wave-shaped connecting plate is simple, easy to realize large-scale prefabrication, and has more application advantages than other structures. It has been widely developed in the fields of beam-column weakened sections, beam-column replaceable energy-consuming component nodes, etc. 3. The double-sided wave-shaped connecting plate steel tube concrete column node and construction method of the present invention are easier to install, have higher processing safety, are faster to industrialize, have a long service life, and have very excellent deformation performance. Therefore, this new connection structure has broad application prospects. 4. The double-sided corrugated connecting plate steel tube concrete column node and construction method provided by the present invention have the advantages of good seismic performance, good resistance to continuous collapse, green environmental protection and fast construction.
[0011] The present invention performs finite element simulation on the anti-continuous collapse performance of the double-sided wave connection plate steel tube concrete column node, and uses double-sided wave connection plates and connection plates of the same structure for simulation. The mechanical deformation capacity of the double-sided wave connection plate structure is much greater than the anti-continuous collapse performance of the ordinary plate. Therefore, it can be concluded that the deformation capacity of the wave connection plate is significantly enhanced, and the bearing capacity of the original structure is improved to a certain extent. Compared with the ordinary connection plate node, the first peak load and the second peak load of the double-sided wave connection plate steel tube concrete column node are both more than 20% higher, and the vertical displacement corresponding to the first peak load and the second peak load of the double-sided wave connection plate steel tube concrete column node is more than 30% higher. It is proved that the double-sided wave connection plate steel tube concrete column node proposed by the present invention has great advantages in anti-continuous collapse and seismic performance, especially its bearing capacity, ductility, rotation capacity and repairability are much higher than ordinary connection plate nodes. BRIEF DESCRIPTION OF THE DRAWINGS
[0012] Figure 1 It is a schematic diagram of node components; Figure 2 Assemble the diagram for the node components; Figure 3 This is a schematic diagram of welding of short web steel tube concrete columns; Figure 4 This is a schematic diagram of an H-shaped extended end plate; Figure 5 It is a schematic diagram of welding of short web steel tube concrete column and H-shaped extended end plate; Figure 6 It is a schematic diagram of the flange connection bolt group; Figure 7 It is a schematic diagram of the web plate connection bolt group; Figure 8a This is a schematic diagram of the flange wide corrugated connecting plate; Figure 8b It is a schematic diagram of the flange wide double corrugated connecting plate 4a; Figure 8c It is a schematic diagram of the flange slotted wide wave connecting plate 4b; Figure 8d It is a schematic diagram of the flange opening wide corrugated connecting plate 4c; Figure 8e It is a schematic diagram of the flange wide V-shaped multi-corrugated connecting plate 4d; Fig. 9 This is the front view of the flange wide corrugated connecting plate; Fig.10 It is the top view of the flange wide corrugated connecting plate; Fig.11a This is a schematic diagram of the flange narrow corrugated connecting plate; Fig.11b It is a schematic diagram of the flange narrow double corrugated connecting plate 5a; Fig.11c It is a schematic diagram of a flange narrow V-shaped multi-corrugated connecting plate 5b; Fig.12 This is the front view of the flange narrow corrugated connecting plate; Fig.13 It is the top view of the flange narrow corrugated connecting plate; Fig.14 This is a schematic diagram of the web wave connecting plate; Fig.15 This is the front view of the web corrugated connecting plate; Fig.16 It is the top view of the web corrugated connecting plate; Fig.17 It is a schematic diagram of an H-shaped steel beam; Fig.18a Node assembly for wide flange corrugated connecting plate to replace corrugated plate and narrow flange corrugated connecting plate to replace corrugated plate Figure I ; Fig.18b Node assembly for wide flange corrugated connecting plate to replace corrugated plate and narrow flange corrugated connecting plate to replace corrugated plate Figure II ; Fig.18c Node assembly for wide flange corrugated connecting plate to replace corrugated plate and narrow flange corrugated connecting plate to replace corrugated plate Figure III ; Fig.18d Node assembly for wide flange corrugated connecting plate to replace corrugated plate and narrow flange corrugated connecting plate to replace corrugated plate Figure IV ; Fig.19 Comparison of load-displacement curves between ordinary connection plate nodes and double-sided corrugated connection plate steel tube concrete column nodes.
[0013] The accompanying drawings and their corresponding names are: 1—short web concrete-filled steel tube column, 1-1—concrete-filled steel tube column, 1-2—short web, 2—H-shaped overhanging end plate, 2-1—trapezoidal vertical plate, 2-2—transverse plate with bolt holes, 3—connecting bolts, 3-1—flange connecting bolts, 3-2—web connecting bolts, 4—flange wide corrugated connecting plate, 4a—flange wide double corrugated connecting plate, 4b—flange slotted wide corrugated connecting plate, 4c—flange open wide corrugated connecting plate, 4d—flange wide V-shaped corrugated connecting plate, 5—flange narrow corrugated connecting plate, 5a—flange narrow double corrugated connecting plate, 5b—flange narrow V-shaped corrugated connecting plate, 6—web corrugated connecting plate, 7—H-shaped steel beam. DETAILED DESCRIPTION
[0014] The present invention is further described in detail below with reference to specific embodiments.
[0015] The double-sided corrugated connection plate steel tube concrete column node comprises a short web steel tube concrete column 1, an H-shaped overhanging end plate 2, a connecting bolt 3, a flange wide corrugated connection plate 4, a flange narrow corrugated connection plate 5, a web corrugated connection plate 6 and an H-shaped steel beam 7; The short web concrete-filled steel tube column 1 comprises a concrete-filled steel tube column 1-1 and a short web 1-2, and the concrete-filled steel tube column 1-1 is welded to the short web 1-2; the H-shaped extended end plate 2 comprises a trapezoidal vertical plate 2-1 and a horizontal plate 2-2 with bolt holes, and the trapezoidal vertical plates 2-1 are welded on both sides of the horizontal plate 2-2 with bolt holes; the connecting bolts 3 comprise flange connecting bolts 3-1 and web connecting bolts 3-2; A short web 1-2 and an H-shaped overhanging end plate 2 are welded to the steel tube concrete column 1-1, and the H-shaped overhanging end plate 2 is arranged at intervals between the H-shaped steel beam 7. The upper flange of the H-shaped steel beam 7 is connected to the wide flange corrugated connecting plate 4 through the flange connecting bolts 3-1, and the lower flange of the H-shaped steel beam 7 is connected to the narrow flange corrugated connecting plate 5 through the flange connecting bolts 3-1. The short web 1-2 is connected to the H-shaped steel beam 7 through the web corrugated connecting plate 6 and the web connecting bolts 3-2.
[0016] The distance between the H-shaped extended end plate 2 and the H-shaped steel beam 7 is 8-10mm; the upper and lower ends of the short web 1-2 are welded to the cross plate 2-2 with bolt holes; the short web concrete-filled steel tube column 1 is made of a square steel tube, 4mm≤square steel tube thickness≤8mm, and the thickness of the short web 1-2 is consistent with the web thickness of the H-shaped steel beam 7, which is 4-10mm; The thickness of trapezoidal vertical plate 2-1 is ≤ the thickness of flange 7 of H-shaped steel beam t 7-1 , the length of the trapezoidal vertical plate 2-1 is ≤ 0.8 times the length of the horizontal plate 2-2 with bolt holes, i.e. 0.8 L 2-2 ≥ L 2-1 .
[0017] The flange wide wave connecting plate 4 is divided into a side end connecting portion and a middle section wave portion, and the middle section wave portion is provided with side end connecting portions on both sides. W 4 Compared with the side connection, the length is reduced by 10-20mm, the wave-forming part in the middle section is arched, and the wave-forming height in the middle section is H 4 and the length of the middle section wave W 4 ratio is ~ ; Flange width corrugated connecting plate 4 width B 4 is equal to the width of H-beam 7 B 7. Flange width corrugated connecting plate 4 thickness 4~18mm.
[0018] The middle section of the flange wide corrugated connecting plate 4 is a double corrugated portion, a slotted wide corrugated portion, a holed wide corrugated portion, and a V-shaped multi-corrugated portion. Any one of the above middle section corrugated portions is selected to form a flange wide double corrugated connecting plate 4a, a flange slotted wide corrugated connecting plate 4b, a flange holed wide corrugated connecting plate 4c, and a flange wide V-shaped multi-corrugated connecting plate 4d.
[0019] The flange width double wave connecting plate 4a, the wave height H 4a / Wave length W 4a The ratio is ~ .
[0020] The flange slotted wide wave connecting plate 4b, the wave height H 4b / Wave length W 4b The ratio is ~ .
[0021] The flange opening wide wave-forming connecting plate 4c is divided into a plurality of wave-forming plates, and openings are arranged between the wave-forming plates. The wave-forming heights of the plurality of wave-forming plates are different. H 4c / Wave length W 4c The ratio is ~ . It realizes the sequential stress of different gradients, which is particularly suitable for experimental observation of stress failure experiments to observe the damage of nodes under specific stress.
[0022] The flange width V-shaped multi-wave connecting plate 4d, the V-shaped wave connecting plates are arranged in parallel to form a V-shaped multi-wave connecting plate, 4d wave height H 4d / Wave length W 4d The ratio is ~ .
[0023] The flange narrow wave connecting plate 5 is divided into a side end connecting part and a middle section wave-forming part. The middle section wave-forming part has side end connecting parts on both sides. W 5 Compared with the left and right connecting parts of the connecting plate, the wave height is reduced by 10-20mm; H 5 / Wave length W 5 ratio in ~ .
[0024] The middle section of the narrow flange wave connecting plate 5 is a double wave portion and a V-shaped multi-wave portion. Any of the above middle section wave portions is selected to form a narrow flange double wave connecting plate 5a and a narrow flange V-shaped multi-wave connecting plate 5b; the wave height H 5b / Wave length W 5b The ratio is ~ ; Wave height H 5a / Wave length W 5a The ratio is ~ .
[0025] The construction method of the double-sided corrugated connecting plate steel tube concrete column node is characterized by comprising the following steps S1, plate type combination - select any one of the flange wide corrugated connecting plate 4, flange wide double corrugated connecting plate 4a, flange slotted wide corrugated connecting plate 4b, flange holed wide corrugated connecting plate 4c, flange wide V-shaped multi-corrugated connecting plate 4d; Select any one of the narrow flange corrugated connecting plate 5, the narrow flange double corrugated connecting plate 5a, and the narrow flange V-shaped multi-corrugated connecting plate 5b; combine and splice the above selected plate types; S2. Assembly and splicing - H-shaped outwardly extending end plates 2 and H-shaped steel beams 7 are arranged at intervals, the upper flange of the H-shaped steel beams 7 is connected to the selected flange wide wave connection plate through flange connection bolts 3-1, the lower flange of the H-shaped steel beams 7 is connected to the selected flange narrow wave connection plate through flange connection bolts 3-1, and the short web 1-2 is connected to the H-shaped steel beam 7 through the web wave connection plate 6 and the web connection bolts 3-2. The plate type combination and assembly and splicing of this case realize simulation experiments of different stress conditions, and are also convenient for effectively adjusting the stress under different construction conditions.
[0026] The components of the double-sided wave-forming connection plate node of the assembled steel tube concrete column provided by the present invention are prefabricated in the factory. The short web steel tube concrete column 1 is welded by the steel tube concrete column 1-1 and the short webs 1-2 on both sides. The H-shaped extended end plate 2 is welded by the trapezoidal vertical plate 2-1 and the horizontal plate 2-2 with bolt holes. The short web steel tube concrete column 1 and the H-shaped extended end plate 2 are connected by welding, and the welding work can be completed in the factory. A spacer is set at the connection between the H-shaped extended end plate 2 and the H-shaped steel beam 7. t 7-1 ≤ l 0≤ t 7-2 mm, so the H-shaped overhanging end plate 2 and the H-shaped steel beam 7 need to be connected through a connecting plate. The outer sides of the flanges of the H-shaped overhanging end plates 2 and the H-shaped steel beam 7 on both sides of the short web steel tube concrete column 1 are connected through the flange wide wave connecting plate 4 and the flange connecting bolts 3-1, and the inner sides of the flanges are connected through the flange narrow wave connecting plate 5 and the flange connecting bolts 3-1; the short web 1-2 and the web of the H-shaped steel beam 7 are connected through the web wave connecting plate 6 and the web connecting bolts 3-2.
[0027] The double-sided wave-forming connecting plate node of the assembled steel tube concrete column provided by the present invention can adjust the wave-forming part height according to different structural deformation requirements. For example, the size design of the flange wide wave-forming connecting plate 4 is divided into the left and right side connections and the middle wave-forming part, and the wave-forming height of the connecting plate is W 4 It should not be too high to prevent the web connection from being damaged before the flange connection is damaged. W 4 should be the same as the length of the wave part W 4 ratio in ~ The wave-starting part is selected from the following two types: considering the wave-starting height and ductility, it is recommended to be 60~100mm to ensure sufficient deformation capacity; considering that the length of the wave-starting part accounts for the overall length of the connecting plate, it is not easy to be too large, and the wave-starting height W 4 / Wave length L The ratio of 4 is recommended to be .
[0028] The prefabricated steel tube concrete column double-sided corrugated connecting plate node provided by the present invention can connect the weakened cross-section part or the beam truncated part through the corrugated connecting plate without affecting the structural performance, adjust the position of the plastic hinge, and greatly improve the deformation capacity of the node under extreme working conditions. Compared with ordinary connecting plates of the same material and basic size, it can show better ductility, so as to achieve the purpose of improving the structure's resistance to continuous collapse without affecting the seismic performance. Specifically, the destruction of the corrugated section of the corrugated connecting plate occurs after the corrugated part of the corrugated connecting plate is flattened, which provides good deformation performance without reducing the bearing capacity. In addition, the truncation interval between the beam and the column provides a certain movable space to prevent brittle failure at the connecting end of the beam-column node, while enhancing the stability of the structure.
[0029] The technical double-sided corrugated connecting plate steel tube concrete column node and construction method provided by the present invention connects the H-shaped extended end plate 2 to the H-shaped steel beam 7 through the wide flange corrugated connecting plate 4 and the narrow flange corrugated connecting plate 5. When the structure is subjected to lateral load, the gap between the H-shaped extended end plate 2 and the H-shaped steel beam 7 actually reduces the adverse effect of the steel beam rotation on the column, and at the same time changes the position of the plastic hinge to prevent brittle failure at the near end of the beam. In addition, when the structural column is subjected to vertical load, the deformation of the steel beam first occurs in the corrugated part of the wide flange corrugated connecting plate 4 and the narrow flange corrugated connecting plate 5. After a large deformation, the corrugated connection part of the flange corrugated connecting plate 4 is straightened and begins to be damaged.
[0030] The double-sided corrugated connecting plate steel tube concrete column node of the present invention is designed to ensure the structural safety and stability as well as the reliability of the overall structure and to take into account the selection of materials, the limitation of positions and the difficulty of processing. Therefore, some dimensional requirements are made: Figure 1 The H-shaped extended end plate 2 is connected to the H-shaped steel beam 7 through the flange wide wave connection plate 4 and the flange narrow wave connection plate 5, and the short web plate 1-2 and the web of the H-shaped steel beam 7 are connected through the web wave connection plate 6. t 7-1 ≤ l 0≤ t 7-2 mm. The flange width wave connecting plate 4 is designed to have left and right side connections and a middle wave section. The wave section length W 4 Compared with the left and right connecting parts of the connecting plate, the wave height of the connecting plate is reduced by 10~20mm. H 4 It should not be too high to prevent the flange connection from being damaged while the web connection is damaged. The wave-forming part should take the wave-forming height into consideration. H 4 and ductility are recommended to be 60~100mm to ensure sufficient deformation capacity. H 4 should be the same as the length of the wave partW 4 ratio in ~ Select between H 4 / Wave length W The ratio of 4 is recommended to be The bolt hole distance shall not be greater than 100mm and not less than 40mm, i.e. 50mm< l 4<200mm. In order to prevent the bolt hole from being too close to the wave section and causing a certain impact, the distance between the inner bolt hole and the wave section starting point should not be less than 15mm and not more than 20mm. The width of the flange wide wave connecting plate 4 B 4 and flange width B 7-1 Similarly, the thickness of the flange wide wave connecting plate 4 is recommended to be between 4 and 8 mm. The size design of the flange narrow wave connecting plate 5 is divided into the left and right side connections and the middle wave section. The length of the wave section is W 5 Compared with the left and right connecting parts of the connecting plate, it is reduced by 10~20mm. H 5. It should not be too high to prevent the flange connection from being damaged before the web connection is damaged. The wave-generating part takes into account the wave-generating height. H 5 and ductility are recommended to be 60~100mm to ensure sufficient deformation capacity. H 5 / Wave length W The ratio of 5 is recommended Considering the width of the upper and lower flanges of the H-shaped overhanging end plate 2 and the H-shaped steel beam 7, it is recommended to be ½ B 7-2 t 7-1 ≤ B 5 ≤ ½ B 7- t 7-1 The bolt hole distance shall not be greater than 100mm and not less than 40mm, i.e. 50mm< L 5-3 <200mm. To prevent the bolt hole from being too close to the wave section, the distance between the inner bolt hole and the wave section should not be less than 15mm and not more than 20mm. The thickness of the flange narrow wave connection plate 5 is recommended to be between 4 and 8mm. The size design of the web wave connection plate 6 is divided into the left and right side connections and the middle wave section. The length of the wave section is W 6 Compared with the left and right connecting parts of the connecting plate, the wave height of the connecting plate is reduced by 10~20mm. H 6. It should not be too high. The wave-starting part should take the wave-starting height into consideration. H 6 and ductility are recommended to be 60~100mm to ensure sufficient deformation capacity. H 6 should be the same as the length of the wave partW 6 ratio in ~ Select between H 6 / Wave length W The recommended ratio of 6 is The bolt hole distance shall not be greater than 100mm and not less than 40mm, i.e. 50mm< l 6<200mm. In order to prevent the bolt hole from being too close to the wave section, the distance between the inner bolt hole and the wave section should not be less than 15mm and not more than 20mm. Considering the wave height of the narrow wave connecting plate 5 on the inner flange of the H-shaped steel beam 7, the width of the web wave connecting plate 6 B 6. The influence of web wave connection plate 6 width recommendation B 6 shall not be less than and shall not be greater than B 7-2 H 5. The thickness of the web wave connecting plate 6 is recommended to be between 4 and 6 mm. The flange connecting bolts 3-1 and the web connecting bolts 3-2 are connected by bolts of the same strength, and the bolt hole diameter is D Compared with the bolt diameter, it is 1.5mm larger. For example, when using M16 bolts for connection, D The recommended value is 17.5 mm. The upper and lower flanges of H-shaped steel beam 7 are designed as follows: Fig.17 As shown, t 7-1 It is recommended to select between 4 and 6 mm. t 7-2 It is recommended to select 8~10mm.
[0031] All components of the double-sided corrugated connecting plate steel tube concrete column node described in the present invention are made of metal (Q355 and above, low yield point steel, stainless steel and other materials).
[0032] like Figure 1 As shown, the double-sided corrugated connecting plate steel tube concrete column node of the present invention includes a short web steel tube concrete column 1, a steel tube concrete column 1-1, a short web 1-2, an H-shaped overhanging end plate 2, a trapezoidal vertical plate 2-1, a horizontal plate 2-2 with bolt holes, a connecting bolt 3, a flange connecting bolt 3-1, a web connecting bolt 3-2, a flange wide corrugated connecting plate 4, a flange narrow corrugated connecting plate 5, a web corrugated connecting plate 6, and an H-shaped steel beam 7.
[0033] like Figure 2As shown, the short web concrete-filled steel tube column 1 includes a concrete-filled steel tube column 1-1 and a short web 1-2, which are welded together, the H-shaped overhanging end plate 2 includes a trapezoidal vertical plate 2-1 and a horizontal plate 2-2 with bolt holes, the H-shaped overhanging end plate 2 and the short web 1-2 are connected to the concrete-filled steel tube column 1-1 by welding, the H-shaped overhanging end plate 2 and the short web 1-2 are connected to the concrete-filled steel tube column 1-1 by welding, the H-shaped overhanging end plate 2 and the H-shaped steel beam 7 are spaced 8 mm apart, the outer sides of the upper and lower flanges of the H-shaped steel beam 7 are connected by flange wide wave connecting plates 4 and flange connecting bolts 3-1, and the inner sides of the flanges are connected by flange narrow wave connecting plates 5 and flange connecting bolts 3-1, and the short web 1-2 of the short web concrete-filled steel tube column 1 is connected to the H-shaped steel beam 7 by web wave connecting plates 6 and web connecting bolts 3-2.
[0034] like Figure 3 As shown, the thickness of the outer square steel tube of the short web concrete column 1 should not be less than 4mm nor greater than 8mm, and the pouring of concrete can be completed on site. The thickness of the short web 1-2 is consistent with the web of the H-shaped steel beam 7, and is recommended to be 4-10mm. The steel tube concrete column 1-1 is connected to the short web 1-2 by welding.
[0035] like Figure 4 As shown, the H-shaped outwardly extending end plate 2 is welded by a trapezoidal vertical plate 2-1 and a horizontal plate 2-2 with bolt holes. The thickness of the trapezoidal vertical plate 2-1 shall not be greater than the thickness of the flange of the H-shaped steel beam 7. t 7-1 The length of the trapezoidal vertical plate 2-1 shall not be greater than 0.8 times the length of the horizontal plate 2-2 with bolt holes, i.e. L 2-2 ≥ L 2-1 The width of the welded end between the horizontal plate 2-2 with bolt holes and the concrete-filled steel tube column 1-1 must be equal to the width of the concrete-filled steel tube column 1-1 minus the thickness of the welded trapezoidal vertical plates 2-1 on both sides, that is, B 2-2 = B 1-1 -t 2-1 .
[0036] like Figure 5 As shown, the cross plate 2-2 with bolt holes and the H-shaped steel beam 7 are connected by the flange width wave connecting plate 4, and the flange width of the H-shaped steel beam 7 should be B 7, the spacing between the H-shaped extended end plate 2 and the H-shaped steel beam 7 should not be less than t 7-1 Should not be greater than t 7-2 .
[0037] like Figure 6 As shown, the flange connection bolt 3-1 is a large hexagonal bolt, and the length of the large hexagonal bolt must be greater than 7 t7-1 ,Right now l 3-1 >7 t 7-1 . Bolt holes of components shown in the figure D Compared with the flange connection bolt 3-1, the diameter is increased by 1.5-4mm. For example, when connecting with M16 bolts, D The recommended diameter is 17.5 mm.
[0038] like Figure 7 As shown, the web connecting bolt 3-2 is a large hexagonal bolt, and the length of the large hexagonal bolt must be greater than 7 t 7-1 ,Right now l 3-2 >7 t 7-1 . Bolt holes of components shown in the figure D Compared with the web connection bolt 3-2, the diameter is increased by 1.5-4mm. For example, when connecting with M16 bolts, D The recommended diameter is 17.5 mm.
[0039] As shown in Figures 8 to 10, the flange wide wave connecting plate 4 is designed to be divided into left and right side connections and a middle wave section. The wave sections and the two side connection sections have the same size. The wave section length is W 4 is 10-20mm less than the connecting parts on the left and right sides of the connecting plate. The wave height of the flange width wave connecting plate 4 should not be too high to prevent the web connection from being damaged before the flange connection is damaged. Therefore, the wave height H 4 / Wave length W 4 ratio in ~ In order to ensure sufficient deformation capacity, the wave height H 4 / Wave length W The ratio of 4 is recommended to be Flange width corrugated connecting plate 4 width B 4 is equal to the width of H-beam 7 B 7. The thickness of flange wide wave connecting plate 4 is recommended to be between 4 and 18 mm. The bolt hole spacing shall not be greater than 100 mm and not less than 40 mm, i.e. 50 mm < l 4<200mm. In order to prevent the bolt hole from being too close to the wave section and causing certain influence, the distance between the inner bolt hole and the wave section starting point should not be less than 15mm and not more than 20mm.
[0040] On this basis, a double-corrugated, slotted, porous, V-shaped corrugated connection plate design of the flange wide corrugated connection plate 4 is proposed, and the actual node layout diagram is shown in Figure 18.
[0041] The flange width double wave connecting plate 4a has the same deformation performance as the flange width wave connecting plate 4, and the double wave design increases the yield unit of the waved portion, making it easier for the flange connecting plate to be damaged in the waved portion. The wave height of the flange width double wave connecting plate 4a should not be too high to prevent the excessive height-to-length ratio from causing a significant decrease in the bearing capacity of the waved portion after processing. H 4a / Wave length W 4a The ratio is ~ In order to ensure sufficient deformation capacity, the wave height H 4a / Wave length W 4a The recommended ratio is . Flange width double wave connecting plate 4a width B 4a Equal to the width of H-beam 7 B 7. The thickness of the flange wide double wave connecting plate 4a is recommended to be between 4 and 18 mm. The bolt hole spacing shall not be greater than 100 mm and not less than 40 mm, i.e. 50 mm < l 4a To prevent the bolt hole from being too close to the wave section and causing certain effects, the distance between the inner bolt hole and the wave section starting point should not be less than 15mm and not more than 20mm.
[0042] The flange slot wide wave connecting plate 4b has a lower bearing capacity than the flange wide wave connecting plate 4, and its deformation performance is reduced. It shows obvious signs when it is damaged. The flange slot design can make the damage of the connecting plate more observable. The flange slot wide wave connecting plate 4b is designed to be divided into left and right side connections and a middle wave section. The wave sections and the two side connection sections have the same size. The wave section length is W 4b Compared with the connection parts on the left and right sides of the connecting plate, the wave height of the flange slot wide wave connecting plate 4b should not be too high to prevent the flange connection from being damaged before the web connection is damaged. H 4b / Wave length W 4b The ratio is ~ In order to ensure sufficient deformation capacity, the wave height H 4b / Wave length W 4b The recommended ratio is . Flange slot width Wave connecting plate 4b widthB 4b Equal to the width of H-beam 7 B 7. The thickness of flange slot width wave connecting plate 4b is recommended to be between 4 and 18 mm. The bolt hole spacing shall not be greater than 100 mm and not less than 40 mm, i.e. 50 mm < l 4b To prevent the bolt hole from being too close to the wave section and causing certain effects, the distance between the inner bolt hole and the wave section starting point should not be less than 15mm and not more than 20mm.
[0043] The flange opening wide wave connecting plate 4c has a similar bearing capacity to the flange slot wide wave connecting plate 4b, has a slightly higher deformation performance, and shows obvious signs of failure. The opening of the wave part can make the failure of the connecting plate observable. The flange opening wide wave connecting plate 4c is designed to be divided into left and right side connections and a middle wave part. The wave parts and the two side connection parts are of the same size, and the wave part length is W 4c Compared with the connection parts on the left and right sides of the connecting plate, the wave height of the flange opening width wave connecting plate 4c should not be too high to prevent the flange connection from being damaged before the web connection is damaged. H 4c / Wave length W 4c The ratio is ~ In order to ensure sufficient deformation capacity, the wave height H 4c / Wave length W 4c The recommended ratio is Flange opening width Corrugated connecting plate 4c width B 4c Equal to the width of H-beam 7 B 7. The thickness of the flange opening width wave connecting plate 4c is recommended to be between 4 and 18 mm. The bolt hole spacing shall not be greater than 100 mm and not less than 40 mm, i.e. 50 mm < l 4c To prevent the bolt hole from being too close to the wave section and causing certain effects, the distance between the inner bolt hole and the wave section starting point should not be less than 15mm and not more than 20mm.
[0044] The flange wide V-shaped multi-wave connecting plate 4d has a similar bearing capacity to the flange wide double-wave connecting plate 4a, has a slightly higher deformation performance, and shows obvious signs of failure. Opening holes in the wave-forming part can make the failure of the connecting plate observable. The flange wide V-shaped multi-wave connecting plate 4d is designed to be divided into left and right side connections and a middle wave-forming part. The wave-forming part and the two side connection parts are of the same size, and the wave-forming part length is W 4d Compared with the connection parts on the left and right sides of the connection plate, the wave height of the flange wide V-shaped multi-wave connection plate 4d should not be too high to prevent the web connection from being damaged before the flange connection is damaged. H 4d / Wave length W 4d The ratio is ~ In order to ensure sufficient deformation capacity, the wave height H 4d / Wave length W 4d The recommended ratio is Flange wide V-shaped multi-corrugated connecting plate 4d width B 4d Equal to the width of H-beam 7 B 7. The thickness of the flange wide V-shaped multi-wave connecting plate 4-4 is recommended to be between 4 and 18 mm. The bolt hole spacing shall not be greater than 100 mm and shall not be less than 40 mm, i.e. 50 mm < l 4d To prevent the bolt hole from being too close to the wave section and causing certain effects, the distance between the inner bolt hole and the wave section starting point should not be less than 15mm and not more than 20mm.
[0045] As shown in Figures 11 to 13, the flange narrow wave connecting plate 5 is designed to be divided into left and right side connections and a middle wave section. The wave sections and the two side connection sections have the same size. The wave section length is W 5 is 10-20mm less than the connecting parts on the left and right sides of the connecting plate. The wave height of the flange narrow wave connecting plate 5 should not be too high to prevent the web connection from being damaged before the flange connection is damaged. Therefore, the wave height H 5 / Wave length W 5 ratio in ~ In order to ensure sufficient deformation capacity, the wave height H 5 / Wave length W The ratio of 5 is recommended The flange narrow wave connecting plate 5 considers the upper and lower flange widths of the H-shaped extended end plate 2 and the H-shaped steel beam 7 and is recommended to be ½B 7-2 t 7-1 ≤ B 5≤½ B 7- t 7-1 The thickness of the flange narrow wave connecting plate 5 is recommended to be between 4 and 18 mm. The bolt hole spacing shall not be greater than 100 mm and not less than 40 mm, i.e. 50 mm < l 5<200mm. In order to prevent the bolt hole from being too close to the wave section and causing a certain impact, the distance between the inner bolt hole and the wave section starting point should not be less than 15mm and not more than 20mm.
[0046] On this basis, a double-corrugated and V-shaped corrugated connecting plate design is proposed for the flange narrow corrugated connecting plate 5, and the actual node layout diagram is shown in FIG18 .
[0047] The flange narrow double wave connecting plate 5a is designed to be divided into left and right side connections and a middle wave section. The wave sections and the two side connection sections have the same size. W 5a Compared with the connection parts on the left and right sides of the connecting plate, the wave height of the narrow flange double wave connecting plate 5a should not be too high to prevent the web connection from being damaged before the flange connection is damaged. Therefore, the wave height H 5a / Wave length W 5a The ratio is ~ In order to ensure sufficient deformation capacity, the wave height H 5a / Wave length W 5a The recommended ratio is The flange narrow double corrugated connecting plate 5a is recommended to have a width of ½ of the upper and lower flanges considering the H-shaped extended end plate 2 and the H-shaped steel beam 7. B 7-2 t 7-1 ≤ B 5a ≤ ½ B 7- t 7-1 The thickness of the flange narrow double wave connecting plate 5 is recommended to be between 4 and 18 mm. The bolt hole spacing shall not be greater than 100 mm and not less than 40 mm, i.e. 50 mm < l 5a To prevent the bolt hole from being too close to the wave section and causing certain effects, the distance between the inner bolt hole and the wave section starting point should not be less than 15mm and not more than 20mm.
[0048] The flange narrow V-shaped multi-wave connecting plate 5b is designed to be divided into left and right side connections and a middle section wave part, and the wave parts and the two side connection parts have the same size. W 5b Compared with the connection parts on the left and right sides of the connection plate, the wave height of the narrow flange V-shaped multi-wave connection plate 5b should not be too high to prevent the web connection from being damaged before the flange connection is damaged. Therefore, the wave height H 5b / Wave length W 5b The ratio is ~ In order to ensure sufficient deformation capacity, the wave height H 5b / Wave length W 5b The recommended ratio is The flange narrow V-shaped multi-wave connecting plate 5b considers the upper and lower flange widths of the H-shaped extended end plate 2 and the H-shaped steel beam 7 and is recommended to be ½ B 7-2 t 7-1 ≤ B 5b ≤ ½ B 7- t 7-1 The thickness of the flange narrow V-shaped multi-wave connecting plate 5b is recommended to be between 4 and 18 mm. The bolt hole spacing shall not be greater than 100 mm and not less than 40 mm, i.e. 50 mm < l 5b To prevent the bolt hole from being too close to the wave section and causing certain effects, the distance between the inner bolt hole and the wave section starting point should not be less than 15mm and not more than 20mm.
[0049] like Fig.17 As shown, the upper and lower flanges of the H-shaped steel beam 7 are designed as shown in the figure, and the web height of the H-shaped steel beam 7 is H 7 is the same as the short web 1-2, the H-shaped outward end plate 2 and the H-shaped steel beam 7 are connected by the flange wide wave connecting plate 4 and the flange connecting bolts 3-1, and the flange width of the H-shaped steel beam 7 is B 7 and flange width corrugated connecting plate 4 width B 4 keep consistent, H-shaped steel beam 7 thickness t 7-1 It is recommended to select between 4~16mm. t 7-2 It is recommended to select 8~20mm.
[0050] As shown in Figure 18, the assembly effects of several different forms of connection components, such as the wide flange corrugated connecting plate 4 and the narrow flange corrugated connecting plate 5, on the node. The double-sided connection is effective in perforated connecting plates such as the wide flange slotted corrugated connecting plate 4b, which can effectively improve the bearing capacity of the node and show good ductility. The performance of the narrow flange corrugated connecting plate 5 is better than that of the narrow flange double corrugated connecting plate 5a and the narrow flange V-shaped multi-corrugated connecting plate 5b, and can be more widely used in the double-sided corrugated connection nodes of the prefabricated structure. As a result, when the wide flange corrugated connecting plate 4 and its replacement form show obvious buckling and large deformation, the inner flange narrow corrugated connecting plate 5 can still bear most of the bearing function, and will not cause brittle failure of the node or sudden loss of bearing capacity.
[0051] like Fig.19 As shown, compared with the common connection plate node, the first peak load and the second peak load of the double-sided corrugated connection plate steel tube concrete column node are more than 20% higher, and the vertical displacement corresponding to the first peak load and the second peak load of the double-sided corrugated connection plate steel tube concrete column node are more than 30% higher. It is proved that the double-sided corrugated connection plate steel tube concrete column node proposed in the present invention has great advantages in anti-progressive collapse and seismic performance, especially its bearing capacity, ductility, rotation capacity and repairability are much higher than those of the common connection plate node.
Claims
1. Double-sided corrugated connecting plate steel tube concrete column node, characterized by It comprises a short web steel tube concrete column (1), an H-shaped extended end plate (2), connecting bolts (3), a flange wide corrugated connecting plate (4), a flange narrow corrugated connecting plate (5), a web corrugated connecting plate (6) and an H-shaped steel beam (7); The short web steel tube concrete column (1) comprises a steel tube concrete column (1-1) and a short web (1-2), and the steel tube concrete column (1-1) and the short web (1-2) are welded; the H-shaped extended end plate (2) comprises a trapezoidal vertical plate (2-1) and a horizontal plate with bolt holes (2-2), and the trapezoidal vertical plates (2-1) are welded on both sides of the horizontal plate with bolt holes (2-2); the connecting bolts (3) comprise flange connecting bolts (3-1) and web connecting bolts (3-2); A short web (1-2) and an H-shaped extended end plate (2) are welded to the steel tube concrete column (1-1), and the H-shaped extended end plate (2) is arranged at intervals between the H-shaped steel beam (7). The upper flange of the H-shaped steel beam (7) is connected to the wide flange wave connection plate (4) through flange connection bolts (3-1), the lower flange of the H-shaped steel beam (7) is connected to the narrow flange wave connection plate (5) through flange connection bolts (3-1), and the short web (1-2) is connected to the H-shaped steel beam (7) through a web wave connection plate (6) and web connection bolts (3-2).
2. According to the double-sided corrugated connection plate steel tube concrete column node of claim 1, it is characterized in that The distance between the H-shaped extended end plate (2) and the H-shaped steel beam (7) is 8-10 mm; the upper and lower ends of the short web plate (1-2) are welded to the cross plate (2-2) with bolt holes; the short web concrete-filled steel tube column (1) is made of a square steel tube, the thickness of the square steel tube is 4 mm ≤ ≤ 8 mm, and the thickness of the short web plate (1-2) is consistent with the thickness of the web plate of the H-shaped steel beam (7), which is 4-10 mm; The thickness of the trapezoidal vertical plate (2-1) is ≤ the thickness of the flange of the H-shaped steel beam (7) t 7-1 , the length of the trapezoidal vertical plate (2-1) is ≤ 0.8 times the length of the horizontal plate 2-2 with bolt holes, i.e. 0.8 L 2-2 ≥ L 2-1 .
3. According to the double-sided corrugated connection plate steel tube concrete column node of claim 1, it is characterized in that The flange wide wave-forming connecting plate (4) is divided into a side end connecting portion and a middle section wave-forming portion, the middle section wave-forming portion is provided with side end connecting portions on both sides, and the length of the middle section wave-forming portion is W 4 Compared with the side connection, the length is reduced by 10-20mm, the wave-forming part in the middle section is arched, and the wave-forming height in the middle section is H 4 and the length of the middle section wave W 4 ratio is ~ ; Flange width corrugated connecting plate (4) width B 4 is equal to the width of the H-beam (7) B 7. Flange wide corrugated connecting plate (4) thickness 4~18mm.
4. According to the double-sided corrugated connection plate steel tube concrete column node of claim 3, it is characterized in that The middle section wave-forming portion of the flange wide wave-forming connecting plate (4) is a double wave-forming portion, a slotted wide wave-forming portion, a holed wide wave-forming portion, or a V-shaped multiple wave-forming portion. Any of the above middle section wave-forming portions is selected to form a flange wide double wave-forming connecting plate (4a), a flange slotted wide wave-forming connecting plate (4b), a flange holed wide wave-forming connecting plate (4c), or a flange wide V-shaped multiple wave-forming connecting plate (4d).
5. According to the double-sided corrugated connection plate steel tube concrete column node of claim 3, it is characterized in that The flange width double wave connecting plate (4a) has a wave height H 4a / Wave length W 4a The ratio is ~ The flange slotted wide wave connecting plate (4b), the wave height H 4b / Wave length W 4b The ratio is ~ .
6. The double-sided corrugated connection plate steel tube concrete column node according to claim 3 is characterized in that The flange opening wide wave-forming connecting plate (4c) is divided into a plurality of wave-forming plates, and openings are arranged between the wave-forming plates. The wave-forming heights of the plurality of wave-forming plates are different. H 4c / Wave length W 4c The ratio is ~ .
7. The double-sided corrugated connection plate steel tube concrete column node according to claim 3 is characterized in that The flange width V-shaped multi-wave connecting plate (4d), the V-shaped wave connecting plates are arranged in parallel in sequence to form a V-shaped multi-wave connecting plate, (4d) the wave height H 4d / Wave length W 4d The ratio is ~ .
8. The double-sided corrugated connection plate steel tube concrete column node according to claim 1 is characterized in that The flange narrow wave-forming connecting plate (5) is divided into a side end connecting portion and a middle section wave-forming portion, and the middle section wave-forming portion is provided with side end connecting portions on both sides. W 5 Compared with the left and right connecting parts of the connecting plate, the wave height is reduced by 10-20mm; H 5 / Wave length W 5 ratio in ~ .
9. The double-sided corrugated connection plate steel tube concrete column node according to claim 1 is characterized in that The middle section wave-forming portion of the narrow flange wave-forming connecting plate (5) is a double wave-forming portion and a V-shaped multi-wave-forming portion. Any of the above middle section wave-forming portions is selected to form a narrow flange double wave-forming connecting plate (5a) and a narrow flange V-shaped multi-wave-forming connecting plate (5b); the wave-forming height H 5b / Wave length W 5b The ratio is ~ ; Wave height H 5a / Wave length W 5a The ratio is ~ .
10. The construction method of the double-sided corrugated connecting plate steel tube concrete column node according to claim 4 or 8, characterized in that The steps include: S1. Board type combination Select any one of the flange wide corrugated connecting plate (4), the flange wide double corrugated connecting plate (4a), the flange slotted wide corrugated connecting plate (4b), the flange holed wide corrugated connecting plate (4c), and the flange wide V-shaped multi-corrugated connecting plate (4d); Select any one of a narrow flange corrugated connecting plate (5), a narrow flange double corrugated connecting plate (5a), and a narrow flange V-shaped multi-corrugated connecting plate (5b); combine and splice the above selected plate types; S2. Assembly and splicing The H-shaped extended end plate (2) is arranged at intervals with the H-shaped steel beam (7); the upper flange of the H-shaped steel beam (7) is connected to the selected flange wide wave connecting plate through flange connecting bolts (3-1); the lower flange of the H-shaped steel beam (7) is connected to the selected flange narrow wave connecting plate through flange connecting bolts (3-1); and the short web (1-2) is connected to the H-shaped steel beam (7) through the web wave connecting plate 6 and the web connecting bolts (3-2).