CN211571980U - Assembled beam column rigid connection node with high shock resistance - Google Patents
Assembled beam column rigid connection node with high shock resistance Download PDFInfo
- Publication number
- CN211571980U CN211571980U CN201922399608.7U CN201922399608U CN211571980U CN 211571980 U CN211571980 U CN 211571980U CN 201922399608 U CN201922399608 U CN 201922399608U CN 211571980 U CN211571980 U CN 211571980U
- Authority
- CN
- China
- Prior art keywords
- beam section
- section
- cantilever beam
- column
- cantilever
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Joining Of Building Structures In Genera (AREA)
Abstract
The utility model discloses an assembled beam column rigid connection node with high shock resistance, including H shape cross section post, cantilever beam section and centre sill section, H shape cross section post and cantilever beam section are connected, weaken type cover connection with the toper between the upper and lower edge of a wing and the centre sill section upper and lower edge of a wing of cantilever beam section. The utility model discloses an assembled beam column rigid connection node with high shock resistance. The H-shaped steel column with the cantilever beam section can be processed and manufactured in a factory, the cantilever beam section and the column flange are welded through the flange reinforcing plate to form a prefabricated part, and then the prefabricated part is connected with the middle beam section through the full bolt, so that on one hand, the quality of a welding seam can be effectively controlled; on the other hand, the construction efficiency can be greatly improved. Compared with the traditional weakened type node, the plastic deformation of the steel beam is mainly concentrated on the conical weakened type cover plate and the angle steel shear connector, the damage control thought is favorably realized, the plastic deformation of the node is controlled at a specific replaceable component, the main high-strength steel components such as a beam column and the like are ensured to keep elasticity in the earthquake, and therefore only the damaged component needs to be replaced in the post-earthquake repair process.
Description
Technical Field
The utility model belongs to the technical field of the beam column node of assembled steel structure system, concretely relates to assembled beam column rigid connection node with high shock resistance.
Background
In northern ridge earthquake in 1994 and osaka earthquake in 1995, steel structure buildings which are originally considered to have high ductility and good earthquake resistance do not exhibit the expected earthquake resistance. Brittle fracture occurs to a large number of beam column rigid connection nodes of steel structure buildings in two earthquakes, which directly causes serious damage and even collapse of the structure, and causes huge casualties and property loss. Only 5.12 Wenchuan earthquake in China causes about 6.9 million people to be in distress, and over 37 million people are injured, thus the economic loss is 8451 million yuan. Therefore, the adoption of earthquake-resistant and disaster-reducing measures is an urgent work.
In order to solve the brittle failure problem of beam-column connection nodes under the action of earthquake and realize the design idea of 'strong nodes and weak members', the earthquake resistance of the beam-column nodes is generally improved through two ways: firstly, the damage position near the welding seam of the beam-column connecting area is moved outwards through local weakening (weakening type node) of the beam flange; secondly, the section of the beam is not weakened, but the plastic hinge is locally strengthened (reinforced node) in the connecting area to move outwards, and the ductility of the node is improved. However, although the current research on the novel anti-seismic node can effectively realize outward movement of the plastic hinge and achieve the purpose of protecting the beam-column node, the defects that the energy consumption is difficult to control and the node cannot be repaired after the earthquake still exist.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing an assembled beam column rigid connection node with high shock resistance solves the steel construction ductility demand that excels in to and the complicated problem of the structure form that exists among the current steel construction beam column connected node.
The technical scheme adopted by the utility model is that the assembled beam column rigid connection node with high shock resistance comprises an H-shaped section column, a cantilever beam section and a middle beam section, wherein the H-shaped section column is connected with the cantilever beam section, and the upper and lower flanges of the cantilever beam section are connected with the upper and lower flanges of the middle beam section by a tapered weakened cover plate;
the flange on one side of the H-shaped section column is welded with two beam end flange reinforcing plates in the horizontal direction and two shear plates in the vertical direction, and the distance between the two beam end flange reinforcing plates is equal to the height of the cantilever beam section; the distance between the two shear plates is equal to the thickness of a web in the middle of the cantilever beam section, the web of the cantilever beam section is inserted between the two shear plates, the cantilever beam section is fixedly connected with the H-shaped section column by adopting high-strength bolts penetrating through the shear plates and the web of the cantilever beam section, and the upper flange and the lower flange of the cantilever beam section are welded with the beam end flange reinforcing plate.
The tapered weakening cover plate is arranged on the surfaces of the upper flange and the lower flange of the cantilever beam section or the upper flange and the lower flange of the middle beam section, and the upper flange and the lower flange of the cantilever beam section or the upper flange and the lower flange of the middle beam section are connected with the tapered weakening cover by utilizing the high-strength bolt.
The web of the cantilever beam section is connected with the web of the middle beam section by an angle steel shear connector.
The angle steel shear connector is L-shaped, one limb of the angle steel shear connector is connected to the web plate of the middle beam section through a high-strength bolt, and the other limb of the angle steel shear connector is connected to one limb of the angle steel shear connector connected to the cantilever beam section through the high-strength bolt to form a T-shaped combined section.
The upper flange and the lower flange of the cantilever beam section and the middle beam section are connected through a cushion block, the thickness of the cushion block is 1-2 mm larger than that of the conical weakened cover plate, the cushion block is located at the middle weakened position of the conical weakened cover plate, buckling-restrained cover plates are further arranged on the surfaces of the conical weakened cover plate and the cushion block, and the buckling-restrained cover plates are used for fixedly connecting the cantilever beam section and the middle beam section through high-strength bolts which sequentially penetrate through the buckling-restrained cover plates, the cushion block, the cantilever beam section or the middle beam section.
The two ends of the cushion block are provided with long round holes a, the buckling-restrained cover plate is provided with long round holes b, the long round holes a correspond to the long round holes b in position, corresponding through holes are further formed in flanges of the cantilever beam section or the middle beam section corresponding to the long round holes a, and the high-strength bolts sequentially penetrate through the long round holes b, the long round holes a and the through holes to connect the cantilever beam section and the middle beam section.
The buckling-restrained cover plate is made of common steel, the conical weakened cover plate is made of common steel, the angle steel shear connector is made of common steel, and the cushion block is made of common steel.
The utility model has the advantages that,
compared with the traditional beam flange reinforced node, the H-shaped steel column with the cantilever beam section can be processed and manufactured in a factory, the cantilever beam section and the column flange are welded through the flange reinforcing plate to form a prefabricated part and then are connected with the middle beam section through the full bolt, and on one hand, the quality of a welding seam can be effectively controlled; on the other hand, the construction efficiency can be greatly improved. Compared with the traditional weakened type node, the plastic deformation of the steel beam is mainly concentrated on the conical weakened type cover plate and the angle steel shear connector which are made of common steel, the damage control thought is favorably realized, the plastic deformation of the node is controlled on a specific replaceable component, the main high-strength steel components such as a beam column and the like are ensured to keep elasticity in the earthquake, and therefore only the damaged component needs to be replaced in the post-earthquake repair process. In addition, the conical weakened cover plate is more convenient for industrial processing than the conical weakened beam flange, and standardized production is realized. The buckling-restrained cover plate is adopted, so that premature buckling of the conical cover plate can be effectively avoided, and the hysteresis curve is pinched to reduce the energy consumption capability. In a word, the cover plate conical weakened type high-strength steel beam column node fully utilizes the excellent high elastic deformation capacity of the high-strength steel, integrates the advantages of high bearing capacity and good anti-seismic performance of the traditional novel anti-seismic node, has the remarkable characteristic of quick recovery function after earthquake, meets the requirement of sustainable development in China, and has wide development and application prospects.
Drawings
FIG. 1 is a schematic structural view of an assembled beam-column rigid connection node with high seismic resistance according to the present invention;
in the figure, 1. a column of H-shaped cross-section; 3. a beam end flange reinforcing plate; 4. a shear plate; 5. a high-strength bolt; 6. a buckling-restrained cover plate; 7. a tapered weakened cover plate; 8. cushion blocks; 9. angle steel shear connectors; 10. a cantilever beam section; 11. a middle beam section.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings and specific embodiments.
The utility model discloses an assembled beam column rigid connection node structure with high shock resistance is shown in figure 1, including H shape cross section post 1, cantilever beam section 10 and centre sill section 11, H shape cross section post 1 and cantilever beam section 10 are connected, and the type apron 7 is weakened with the toper between the edge of a wing on the upper and lower edge of a wing of cantilever beam section 10 and centre sill section 11.
The cantilever beam section 10 and the intermediate beam section 11 are i-beams of the same structure.
A flange on one side of the H-shaped section column 1 is welded with two beam end flange reinforcing plates 3 in the horizontal direction and two shear plates 4 in the vertical direction, and the distance between the two beam end flange reinforcing plates 3 is equal to the height of the cantilever beam section 10; the distance between the two shear plates 4 is equal to the thickness of a web in the middle of the cantilever beam section 10, the web of the cantilever beam section 10 is inserted between the two shear plates 4, the cantilever beam section 10 is fixedly connected with the H-shaped section column 1 by adopting high-strength bolts penetrating through the shear plates 4 and the web of the cantilever beam section 10, and the upper flange and the lower flange of the cantilever beam section 10 are welded with the beam end flange reinforcing plate 3.
The tapered weakened cover plates 7 are disposed on the surfaces of the upper and lower flanges of the cantilever section 10 or the upper and lower flanges of the intermediate beam section 11, and the upper and lower flanges of the cantilever section 10 or the upper and lower flanges of the intermediate beam section 11 are connected to the tapered weakened cover plates 7 by high-strength bolts.
The web of the cantilever beam section 10 is connected with the web of the middle beam section 11 by an angle steel shear connector 9.
The angle steel shear connector 9 is L-shaped, one limb of the angle steel shear connector 9 is connected to a web plate of the middle beam section 11 through the high-strength bolt 5, and the other limb of the angle steel shear connector 9 is connected to the other limb of the angle steel shear connector 9 connected to the cantilever beam section 10 through the high-strength bolt 5 to form a T-shaped combined cross section.
The upper flange and the lower flange of the cantilever beam section 10 and the middle beam section 11 are provided with a cushion block 8 which is thicker than the tapered weakened cover plate 7 by 1-2 mm, the cushion block 8 is positioned at the middle weakened part of the tapered weakened cover plate 7, the surface of the tapered weakened cover plate 7 and the surface of the cushion block 8 are also provided with a buckling-restrained cover plate 6 with a long round hole, and the buckling-restrained cover plate 6 is used for reinforcing and connecting the cantilever beam section 10 and the middle beam section 11 through high-strength bolts 5 which sequentially penetrate through the buckling-restrained cover plate 6, the cushion block 8, the cantilever beam section 10 or the middle beam section 11.
The two ends of the cushion block 8 are provided with long round holes a, the buckling-restrained cover plate 6 is provided with long round holes b, the long round holes a correspond to the long round holes b in position, corresponding through holes are further formed in flanges of the cantilever beam section 10 or the middle beam section 11 corresponding to the long round holes a, and the high-strength bolts 5 sequentially penetrate through the long round holes b, the long round holes a and the through holes to connect the cantilever beam section 10 and the middle beam section 11.
The buckling-restrained cover plate 6 is made of common steel, the tapered weakened cover plate 7 is made of common steel, the angle steel shear connector 9 is made of common steel, and the cushion block 8 is made of common steel.
The utility model discloses an assembly mode of assembled beam column rigid connection node with high shock resistance as follows:
in a factory, shear plates 4 are welded on the side wall of an H-shaped steel column 1, a web plate of a cantilever beam section is inserted between the two shear plates 4, beam end flange reinforcing plates 3 are respectively welded on the surfaces of upper and lower flanges of the cantilever beam section, and the joint of the beam end flange reinforcing plates 3 and the H-shaped steel column 1 is also connected by welding seams, so that a prefabricated member is formed.
Transporting the prefabricated part to an assembly site, and reinforcing a web plate and a shear plate of the cantilever beam section through the high-strength bolt; then the angle steel shear connector, the cushion block and the buckling-restrained cover plate are respectively connected with the cantilever beam section or the middle beam section through high-strength bolts; on one hand, the quality of the welding seam can be effectively controlled; on the other hand, the construction efficiency can be greatly improved. Compared with the traditional weakened type node, the plastic deformation of the steel beam is mainly concentrated on the conical weakened type cover plate and the angle steel shear connector which are made of common steel, the damage control thought is favorably realized, the plastic deformation of the node is controlled on a specific replaceable component, the main high-strength steel components such as a beam column and the like are ensured to keep elasticity in the earthquake, and therefore only the damaged component needs to be replaced in the post-earthquake repair process. In addition, the conical weakened cover plate is more convenient for industrial processing than the conical weakened beam flange, and standardized production is realized. The buckling-restrained cover plate is adopted, so that premature buckling of the conical cover plate can be effectively avoided, and the hysteresis curve is pinched to reduce the energy consumption capability. In a word, the assembled high-energy-consumption high-strength steel beam column rigid connecting node fully utilizes the excellent high elastic deformation capacity of the high-strength steel, integrates the advantages of high bearing capacity and good anti-seismic performance of the traditional novel anti-seismic node, has the remarkable characteristic of quick recovery function after earthquake, meets the requirement of sustainable development in China, and has wide development and application prospects.
The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, a plurality of modifications and decorations can be made without departing from the principle of the present invention, and these modifications and decorations should also be regarded as the protection scope of the present invention.
Claims (6)
1. The assembled beam-column rigid connection node with high seismic resistance is characterized by comprising an H-shaped section column (1), a cantilever beam section (10) and a middle beam section (11), wherein the H-shaped section column (1) is connected with the cantilever beam section (10), and upper and lower flanges of the cantilever beam section (10) are connected with upper and lower flanges of the middle beam section (11) through a tapered weakened cover plate (7);
a flange on one side of the H-shaped section column (1) is welded with two beam end flange reinforcing plates (3) in the horizontal direction and two vertical shear plates (4), and the distance between the two beam end flange reinforcing plates (3) is equal to the height of the cantilever beam section (10); the distance between the two shear plates (4) is equal to the thickness of a web in the middle of the cantilever beam section (10), the web of the cantilever beam section (10) is inserted between the two shear plates (4), the cantilever beam section (10) is fixedly connected with the H-shaped section column (1) by adopting high-strength bolts penetrating through the shear plates (4) and the web of the cantilever beam section (10), and the upper flange and the lower flange of the cantilever beam section (10) are welded with the beam end flange reinforcing plate (3).
2. The fabricated beam-column rigid connection node with high seismic resistance as recited in claim 1, wherein the tapered weakened type cover plates (7) are provided on upper and lower flange surfaces of the upper and lower flanges of the cantilever section (10) or the middle beam section (11), and the upper and lower flanges of the cantilever section (10) or the middle beam section (11) are connected to the tapered weakened type cover plates (7) by means of high-strength bolts.
3. An assembled beam-column rigid connection node with high shock resistance according to claim 1, characterized in that the web of the cantilever beam section (10) and the web of the intermediate beam section (11) are connected with an angle steel shear connector (9).
4. The assembled beam-column rigid connection node with high seismic resistance of claim 3, wherein the angle steel shear connector (9) is L-shaped, one limb of the angle steel shear connector (9) is connected to the web of the middle beam section (11) by the high-strength bolt (5), and the other limb of the angle steel shear connector (9) is connected to the other limb of the angle steel shear connector (9) connected to the cantilever beam section (10) by the high-strength bolt (5) to form a T-shaped combined cross section.
5. The assembled beam-column rigid connection node with high shock resistance is characterized in that a cushion block (8) which is 1-2 mm thicker than a tapered weakened cover plate (7) is arranged at the joint of the upper flange and the lower flange of the cantilever beam section (10) and the middle beam section (11), the cushion block (8) is positioned at the middle weakened part of the tapered weakened cover plate (7), a buckling-preventing cover plate (6) is further arranged on the surfaces of the tapered weakened cover plate (7) and the cushion block (8), and the buckling-preventing cover plate (6) is used for reinforcing and connecting the cantilever beam section (10) and the middle beam section (11) through a high-strength bolt (5) which sequentially penetrates through the buckling-preventing cover plate (6), the cushion block (8), the cantilever beam section (10) or the middle beam section (11).
6. The assembled beam-column rigid connection node with high shock resistance is characterized in that the cushion block (8) is provided with oblong holes a at two ends, the buckling-restrained cover plate (6) is provided with oblong holes b, the oblong holes a correspond to the oblong holes b in position, corresponding through holes are further formed in the flange of the cantilever beam section (10) or the middle beam section (11) corresponding to the oblong holes a, and the high-strength bolt (5) penetrates through the oblong holes b, the oblong holes a and the through holes in sequence to connect the cantilever beam section (10) and the middle beam section (11).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922399608.7U CN211571980U (en) | 2019-12-27 | 2019-12-27 | Assembled beam column rigid connection node with high shock resistance |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922399608.7U CN211571980U (en) | 2019-12-27 | 2019-12-27 | Assembled beam column rigid connection node with high shock resistance |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN211571980U true CN211571980U (en) | 2020-09-25 |
Family
ID=72551635
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201922399608.7U Active CN211571980U (en) | 2019-12-27 | 2019-12-27 | Assembled beam column rigid connection node with high shock resistance |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN211571980U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110952666A (en) * | 2019-12-27 | 2020-04-03 | 西安理工大学 | Assembled high-ductility high-strength steel beam column rigid connection node |
| CN112282094A (en) * | 2020-10-22 | 2021-01-29 | 东南大学 | Steel structure node capable of dissipating energy by stages and replacing energy dissipation elements |
| CN113006574A (en) * | 2020-12-24 | 2021-06-22 | 北京工业大学 | Floor, bidirectional stiffening rigid part and flange plate overhanging web shear type combined node connected by replaceable energy-consuming beam section in laminated mode |
-
2019
- 2019-12-27 CN CN201922399608.7U patent/CN211571980U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110952666A (en) * | 2019-12-27 | 2020-04-03 | 西安理工大学 | Assembled high-ductility high-strength steel beam column rigid connection node |
| CN112282094A (en) * | 2020-10-22 | 2021-01-29 | 东南大学 | Steel structure node capable of dissipating energy by stages and replacing energy dissipation elements |
| CN113006574A (en) * | 2020-12-24 | 2021-06-22 | 北京工业大学 | Floor, bidirectional stiffening rigid part and flange plate overhanging web shear type combined node connected by replaceable energy-consuming beam section in laminated mode |
| CN113006574B (en) * | 2020-12-24 | 2022-05-24 | 北京工业大学 | Combined node for laminated connection of floor slab, bidirectional stiffening rigid part and flange plate overhanging web shear type replaceable energy-consuming beam section |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110952666A (en) | Assembled high-ductility high-strength steel beam column rigid connection node | |
| CN211571980U (en) | Assembled beam column rigid connection node with high shock resistance | |
| CN102363979B (en) | High-ductility steel structure beam column node in angle steel connection and construction method of high-ductility steel structure beam column node | |
| CN109537725B (en) | Replaceable energy consumption connecting node of assembled rectangular steel pipe column-H-shaped steel beam | |
| CN112160420A (en) | Assembled beam column connected node based on anti special-shaped post of side of buckled plate | |
| CN110318465B (en) | Method for determining length of beam column upper welding lower bolt node lower flange splicing plate based on energy consumption target | |
| CN107190874A (en) | A kind of replaceable reaming bolt connecting-type energy dissipating beam section and its construction method being used in Y shape eccentrically braces structure | |
| CN213653755U (en) | Assembled beam column connected node based on anti special-shaped post of side of buckled plate | |
| CN205637214U (en) | Prefabricated assembled concrete column - concrete beam prevents bucking power consumption node entirely | |
| CN210947142U (en) | Assembled concrete structure post roof beam connecting steel node | |
| CN211285977U (en) | Tapered weakening beam column joint for high-strength steel beam flange | |
| CN112302252B (en) | Post-earthquake repairable assembled lattice column with shear type energy dissipation damper | |
| CN212506791U (en) | Anti-collapse beam column node of stepped external steel frame | |
| CN211621953U (en) | Prefabricated beam column connected node structure | |
| CN212129467U (en) | Inner tube strenghthened type square sleeve side cavity intermediate layer steel core concrete column and girder steel node | |
| CN112502295A (en) | Removable assembled integrated configuration beam column node connecting device after earthquake | |
| CN111395526A (en) | Double-arch steel frame beam column node reinforcing device with grading energy consumption function | |
| CN207905104U (en) | A kind of assembled architecture truss structure | |
| CN213837010U (en) | Full-assembly type concrete beam column joint device based on top and bottom angle steel connection | |
| CN109930693A (en) | A kind of reinforced steel frame node in web plate setting X-type ribbed stiffener | |
| CN216108977U (en) | Assembled square steel pipe column-H shaped steel roof beam-baffle link up node | |
| CN214738754U (en) | Easily-replaced energy dissipation assembly type assembled beam column node structure with buckling constraint device | |
| CN212053200U (en) | Assembled steel frame beam column joint with haunch T-shaped steel | |
| CN112302166A (en) | Assembled special-shaped column-beam connecting node capable of being repaired after earthquake | |
| CN212613023U (en) | Double-arch steel frame beam column node reinforcing device with grading energy consumption function |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |