CN210597654U - Assembled steel-bamboo combined semi-rigid energy dissipation node frame - Google Patents
Assembled steel-bamboo combined semi-rigid energy dissipation node frame Download PDFInfo
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- CN210597654U CN210597654U CN201921103086.5U CN201921103086U CN210597654U CN 210597654 U CN210597654 U CN 210597654U CN 201921103086 U CN201921103086 U CN 201921103086U CN 210597654 U CN210597654 U CN 210597654U
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Abstract
The utility model provides an assembly type steel-bamboo combined semi-rigid energy dissipation node frame, which is characterized by comprising a steel column, semi-rigid energy dissipation nodes and bamboo beams; the bamboo beam is arranged between the top ends of the two parallel steel columns, the two ends of the bamboo beam are respectively provided with a semi-rigid energy dissipation node, the bottom plate of the semi-rigid energy dissipation node is connected with the steel columns through bolts, and the rib plate is connected with the bamboo beam through bolts. The utility model connects the bamboo beam and the steel column into a frame structure system with shock resistance, does not need the wall body to bear, fully utilizes the mechanical property of the material, has lower cost, and adopts the steel column to replace the traditional solid bamboo column to improve the stress of the components in the frame system; the semi-rigid energy dissipation node ensures that the node has enough shearing resistance and bending resistance bearing capacity, improves the rotational rigidity of the node, and avoids the splicing problem among all layers of columns in a multi-story high-rise wood/bamboo structure and the weakening caused by opening holes and grooves of column components.
Description
Technical Field
The utility model relates to an assembled steel-bamboo combination semi-rigid energy dissipation node frame belongs to engineering structure technical field.
Background
The traditional bamboo/wood structure and the modern light wood structure in China mostly adopt pure bamboo/wood frame and shear wall structure systems, and solid bamboo/wood columns, beams or shear walls are used as vertical bearing components. As the bamboo/wood material has creep property, in the long-term service process of the structure, the creep of the column can cause uncertainty of internal force redistribution of the structural member, and the safety performance of the structure is influenced. The bamboo/wood structure is one of green sustainable development structure forms, the design of multiple and high floors is the future development trend of the bamboo/wood structure, when the number of building layers is continuously increased, the axial force of a bottom vertical component is continuously increased, and the section size of a column needs to be increased to meet the design requirement; meanwhile, the problems of the processing of the large-section wood column and the transportation and splicing of the long column are the problems faced by the development of the multi-high-layer bamboo/wood structure.
The node forms such as pin connection, toothed plate connection, bar planting connection and the like adopted in the existing bamboo/wood structure connection technology meet the design requirements on strength and connection performance, but under the condition of earthquake, the ductility and energy dissipation effects are not obvious, and the deformation of the member is completely relied on to dissipate the earthquake energy, so that the member and the node are seriously damaged after the earthquake. Therefore, for the future development of bamboo/wood structures to high-rise buildings, the problems of creep deformation of long-term service materials of the vertical members, overlarge sizes of the members, splicing of long members and connection of the members need to be better solved.
Disclosure of Invention
An object of the utility model is to solve the above-mentioned defect that current bamboo/wood structure connected mode exists, provide a novel assembled steel-bamboo combination, have horizontal anti side rigidity and earthquake power consumption characteristic, be applicable to many, high-rise wood/bamboo frame system of structure.
The technical solution of the utility model is as follows: an assembled steel-bamboo combined semi-rigid energy dissipation node frame structurally comprises steel columns, semi-rigid energy dissipation nodes and bamboo beams; the bamboo beam is arranged between the top ends of two vertical steel columns which are parallel to each other, and two ends of the bamboo beam are connected with the steel columns through semi-rigid energy dissipation nodes respectively to form a frame foundation; or the steel column is formed by connecting a central steel column with four steel columns at the same time, wherein the central steel column is connected with the other four steel columns through a bamboo beam, two ends of each bamboo beam are respectively provided with a semi-rigid energy dissipation node, and an included angle of 90 degrees is formed between every two adjacent steel columns. The steel column and the central steel column are made of Q235H-shaped steel.
Furthermore, the semi-rigid energy dissipation node comprises a node bottom plate, a shear key, energy dissipation plates and a rib plate, wherein the two parallel energy dissipation plates are respectively fixed on the upper part and the lower part of the node bottom plate through welding joints, the rib plate is vertically fixed between the upper energy dissipation plate and the lower energy dissipation plate through welding joints, the shear key is arranged on the side edge of the rib plate close to the bottom plate, and the rib plate is connected with the middle part of the node bottom plate through a shear key bolt. The surface of the node bottom plate is provided with a plurality of screw holes along the bottom of the energy consumption plate and is connected with the side surface of the steel column through bolts; the surface of the ribbed slab is equidistantly provided with a plurality of rows of screw holes and is connected with the bamboo beam through bolts.
Furthermore, the central steel column is provided with a stiffening rib and two connecting bottom plates in the direction of the weak axis of the section of the column, wherein the stiffening rib is vertical to the web plate of the central steel column, and the two connecting bottom plates are respectively arranged at two ends of the stiffening rib and connected with the flange of the central steel column to form a steel column structure with a cross section shaped like a Chinese character 'tian'. The thickness of the stiffening rib is equal to that of the web plate of the central steel column, the stiffening rib is arranged along the height direction of the node in a through-length mode and is connected with the web plate of the central steel column and the connecting bottom plate through welding seams; the thickness of the connecting bottom plate is equal to that of the flange of the central steel column, the connecting bottom plate is arranged in the direction of the height of the node in a through-length mode, and the connecting bottom plate is connected with the flange of the central steel column and the stiffening ribs through welding seams.
The utility model has the advantages that:
1) the bamboo beams and the steel columns are connected into a frame structure system with shock resistance, no wall body is required to bear, the mechanical property of the material is fully utilized, and the manufacturing cost is low;
2) the steel column is adopted to replace the traditional solid bamboo column, so that the section size of a column component is effectively reduced, the influence caused by bamboo material creep is avoided, and the component stress in a frame system is improved;
3) the semi-rigid energy dissipation node is connected with the steel column and the bamboo beam, so that the node is guaranteed to have sufficient shear and bending bearing capacity, the rotational rigidity of the node is improved, and partial seismic energy is dissipated by utilizing the characteristic of good ductility of Q235 steel; through the design of the upper and lower end energy consumption plates, the plastic hinges in the node area move outwards under the action of an earthquake, so that the plastic hinges are prevented from being formed on beam and column members, and an external damping device is avoided, so that the structure is simplified;
4) the splicing problem among all layers of columns in the multi-story high-rise wood/bamboo structure is avoided, and the weakening condition caused by holes and grooves formed in column components is avoided.
Drawings
Fig. 1 is a schematic structural diagram of the assembled steel-bamboo combined semi-rigid energy dissipation node frame of the utility model.
Figure 2 is a structural diagram of an assembled steel-bamboo combined semi-rigid energy dissipation node frame in the embodiment.
FIG. 3 is an enlarged view of the steel column-node-connecting region structure.
Figure 4 is a schematic diagram of the structure of a semi-rigid energy dissipating node.
Figure 5 is an illustration of a practical application of an assembled steel-bamboo combined semi-rigid energy dissipating node frame.
In the figure, 1 is a steel column, 2 is a semi-rigid energy dissipation node, 3 is a bamboo beam, 4 is a stiffening rib, 5 is a connecting bottom plate, 6 is a node bottom plate, 7 is a shear key, 8 is an energy dissipation plate, and 9 is a rib plate.
Detailed Description
As shown in fig. 1, an assembled steel-bamboo combined semi-rigid energy dissipation node frame structurally comprises steel columns 1, semi-rigid energy dissipation nodes 2 and bamboo beams 3; the bamboo beam 3 is arranged between the top ends of two vertical steel columns 1 which are parallel to each other, and two ends of the bamboo beam 3 are connected with the steel columns 1 through semi-rigid energy dissipation nodes 2 respectively to form a foundation of a semi-rigid energy dissipation node frame.
As shown in fig. 2, the assembled steel-bamboo combined semi-rigid energy dissipation node frame can also be formed by connecting four steel columns 1 through a central steel column, wherein the central steel column is connected with the other four steel columns 1 through a bamboo beam 3, two ends of each bamboo beam 3 are respectively provided with a semi-rigid energy dissipation node 2, and an included angle of 90 degrees is formed between two adjacent steel columns 1. The steel column 1 and the central steel column are made of Q235H-shaped steel.
As shown in fig. 4, the semi-rigid energy dissipation node 2 includes a node bottom plate 6, shear keys 7, energy dissipation plates 8, and a rib plate 9, wherein two parallel energy dissipation plates 8 are respectively fixed on the upper portion and the lower portion of the node bottom plate 6 through welding joints, the rib plate 9 is vertically fixed between the upper energy dissipation plate 8 and the lower energy dissipation plate 8 through welding joints, the shear keys 7 are disposed on the side of the rib plate 9 close to the bottom plate 6, and are connected with the middle portion of the node bottom plate 6 through shear key bolts. The surface of the node bottom plate 6 is provided with a plurality of screw holes along the bottom of the energy dissipation plate 8 and is connected with the side surface of the steel column 1 through bolts; the surface of the ribbed slab 9 is equidistantly provided with a plurality of rows of screw holes and is connected with the bamboo beam 3 through bolts; the shear keys 7 bear the end shearing force of the bamboo beam 3, the energy dissipation plates 8 bear the end bending moment of the bamboo beam 3, and the energy dissipation effect is achieved through the steel deformation of the energy dissipation plates 8.
As shown in fig. 3, the central steel column is provided with a stiffening rib 4 and two connecting bottom plates 5 in the direction of the weak axis of the section of the column, wherein the stiffening rib 4 is perpendicular to the web of the central steel column, and the two connecting bottom plates 5 are respectively disposed at two ends of the stiffening rib 4 and connected to the flange of the central steel column to form a steel column structure with a cross section shaped like a Chinese character 'tian', so as to ensure the connection reliability and reasonable stress. The thickness of the stiffening ribs 4 is equal to that of the web plate of the central steel column, the stiffening ribs are arranged along the height direction of the node and are connected with the web plate of the central steel column and the connecting bottom plate 5 through welding seams; the thickness of the connecting bottom plate 5 is equal to that of the flange of the central steel column, the connecting bottom plate is arranged in the height direction of the node in a through-length mode, and the connecting bottom plate is connected with the flange of the central steel column and the stiffening ribs 4 through welding seams.
The combined frame system shown in fig. 5 is formed by combining 3 × 5 steel columns, each adjacent steel column is connected by a bamboo beam and two semi-rigid energy dissipation nodes, 4 layers of bamboo beams are arranged from top to bottom, and the assembled steel-bamboo combined semi-rigid energy dissipation node frame system is formed jointly. The system has proper rigidity, strength and ductility, and fully exerts the mechanical properties of steel and bamboo. Under the action of earthquake and wind load, the structure has certain energy consumption capacity, the load is transmitted to the bamboo beam through the floor slab, the shearing force and the bending moment at the end part of the bamboo beam are transmitted to the node through the bolt and the steel plate and then transmitted to the steel column and then transmitted to the structural foundation, and the integral stability of the frame is ensured.
The utility model discloses can be used to many high-rise bamboo wood structure main load system, wherein the floor load passes to wood bamboo roof beam, and the steel column is passed through semi-rigid energy dissipation node to beam-ends shear force and moment of flexure, and the steel bamboo passes the load to the basis again. Through inputting node rotational stiffness, steel and bamboo/wood material performance parameters, structural modeling calculation can be carried out: the ultimate load of the node is 85.7kN, which is 2-2.5 times of that of the traditional U-shaped damping energy dissipation node, and the initial rigidity is 1.5-2 times of that of a common bolt node; the utility model can effectively improve the ultimate bearing capacity, the initial rigidity and the self energy consumption capacity of the bamboo/wood frame structure; the yield load of the frame structure is 103.2kN, the ultimate load is 95.6kN, the initial rigidity is 4406kN/m, the ductility ratio is 1.46, and the damping ratio is 14.1%, so that the energy consumption characteristic of the bamboo frame structure is greatly improved.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can substitute or change the technical solution and the inventive concept of the present invention within the technical scope of the present invention.
Claims (7)
1. An assembled steel-bamboo combined semi-rigid energy dissipation node frame is characterized by comprising steel columns, semi-rigid energy dissipation nodes and bamboo beams; the bamboo beam is arranged between the top ends of two vertical steel columns which are parallel to each other, and two ends of the bamboo beam are connected with the steel columns through semi-rigid energy dissipation nodes respectively to form a frame foundation; or the steel column is formed by connecting a central steel column with four steel columns at the same time, wherein the central steel column is connected with the other four steel columns through a bamboo beam, two ends of each bamboo beam are respectively provided with a semi-rigid energy dissipation node, and a connecting line between two adjacent steel columns and the central steel column forms an included angle of 90 degrees.
2. An assembled steel-bamboo combined semi-rigid energy dissipation node frame as claimed in claim 1, wherein the steel columns and the central steel column are made of Q235H-shaped steel.
3. An assembled steel-bamboo combined semi-rigid energy dissipation node frame as claimed in claim 1, wherein the semi-rigid energy dissipation node comprises a node bottom plate, shear keys, energy dissipation plates and a rib plate, wherein two parallel energy dissipation plates are respectively fixed on the upper part and the lower part of the node bottom plate through welding joints, the rib plate is vertically fixed between the upper energy dissipation plate and the lower energy dissipation plate through welding joints, the shear keys are arranged on the side edges of the rib plate close to the bottom plate and connected with the middle part of the node bottom plate through shear key bolts.
4. An assembled steel-bamboo combined semi-rigid energy dissipation node frame as claimed in claim 3, wherein the surface of the node bottom plate is provided with a plurality of screw holes along the bottom of the energy dissipation plate and is connected with the side surface of the steel column through bolts; the surface of the ribbed slab is equidistantly provided with a plurality of rows of screw holes and is connected with the bamboo beam through bolts.
5. An assembled steel-bamboo combined semi-rigid energy dissipation node frame as claimed in claim 1, wherein the central steel column is provided with a stiffening rib and two connecting bottom plates in the direction of the weak axis of the section of the column, wherein the stiffening rib is perpendicular to the web of the central steel column, and the two connecting bottom plates are respectively provided at two ends of the stiffening rib and connected with the flange of the central steel column to form a steel column structure with a cross section shaped like a Chinese character 'tian'.
6. An assembled steel-bamboo combined semi-rigid energy dissipation node frame as claimed in claim 5, wherein the stiffening ribs have the same thickness as the web of the central steel column, are arranged throughout the height direction of the node, and are connected with the web of the central steel column and the connecting bottom plate through welding seams.
7. An assembled steel-bamboo combined semi-rigid energy dissipation node frame as claimed in claim 5, wherein the connecting bottom plate has a thickness equal to the thickness of the flange of the central steel column, is arranged throughout the height direction of the node, and is connected with the flange of the central steel column and the stiffening rib through welding seams.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921103086.5U CN210597654U (en) | 2019-07-15 | 2019-07-15 | Assembled steel-bamboo combined semi-rigid energy dissipation node frame |
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|---|---|---|---|
| CN201921103086.5U CN210597654U (en) | 2019-07-15 | 2019-07-15 | Assembled steel-bamboo combined semi-rigid energy dissipation node frame |
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| CN210597654U true CN210597654U (en) | 2020-05-22 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110230357A (en) * | 2019-07-15 | 2019-09-13 | 南京林业大学 | A kind of assembled steel-semi-rigid energy dissipating node frame of bamboo combination |
| WO2024113693A1 (en) * | 2022-12-01 | 2024-06-06 | 四川省建筑设计研究院有限公司 | Reconstituted bamboo beam column frame node connected by using assembly, and design method |
-
2019
- 2019-07-15 CN CN201921103086.5U patent/CN210597654U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110230357A (en) * | 2019-07-15 | 2019-09-13 | 南京林业大学 | A kind of assembled steel-semi-rigid energy dissipating node frame of bamboo combination |
| WO2024113693A1 (en) * | 2022-12-01 | 2024-06-06 | 四川省建筑设计研究院有限公司 | Reconstituted bamboo beam column frame node connected by using assembly, and design method |
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| TR01 | Transfer of patent right |
Effective date of registration: 20201215 Address after: 210000 No. 19 Lanhua Road, Pukou District, Nanjing City, Jiangsu Province Patentee after: Nanjing Forest Industry Biomass Materials Research Institute Co.,Ltd. Address before: Nanjing City, Jiangsu province 210037 Longpan Road No. 159 Patentee before: NANJING FORESTRY University |
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| TR01 | Transfer of patent right |