CN214785312U - Shear wall steel coupling beam anti-buckling joint - Google Patents
Shear wall steel coupling beam anti-buckling joint Download PDFInfo
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- CN214785312U CN214785312U CN202120245479.0U CN202120245479U CN214785312U CN 214785312 U CN214785312 U CN 214785312U CN 202120245479 U CN202120245479 U CN 202120245479U CN 214785312 U CN214785312 U CN 214785312U
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 68
- 239000010959 steel Substances 0.000 title claims abstract description 68
- 230000008878 coupling Effects 0.000 title claims abstract description 20
- 238000010168 coupling process Methods 0.000 title claims abstract description 20
- 238000005859 coupling reaction Methods 0.000 title claims abstract description 20
- 230000003313 weakening effect Effects 0.000 claims abstract description 15
- 238000003466 welding Methods 0.000 claims abstract description 5
- 210000000988 bone and bone Anatomy 0.000 claims description 13
- 239000012790 adhesive layer Substances 0.000 claims description 4
- 239000010410 layer Substances 0.000 claims description 3
- 239000003351 stiffener Substances 0.000 abstract 1
- 230000015556 catabolic process Effects 0.000 description 2
- 238000006731 degradation reaction Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010073 coating (rubber) Methods 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
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Abstract
本实用新型涉及剪力墙钢连梁防屈曲节点，包括H型钢连梁、预埋方形型钢、混凝土柱，混凝土柱内设有预埋方形型钢，H型钢连梁的端面固接端板，端板与预埋方形型钢螺栓连接，靠近端板的H型钢连梁的上、下翼缘板上设有狗骨式削弱区，狗骨式削弱区的削弱凹槽内设有与削弱凹槽相配合的垫板，垫板与削弱凹槽点焊连接，上、下狗骨式削弱区的外侧分别设有盖板，狗骨式削弱区对应的H型钢连梁的腹板的两侧分别设有槽形护板，盖板与H型钢连梁的上、下翼缘板及槽形护板之间通过螺栓连接，槽形护板的槽口内设有若干个加劲肋，盖板与槽形护板将狗骨式削弱区完全遮盖。本实用新型的侧向失稳，提高了节点的消散地震能的性质，使得抗震能力大大提高。
The utility model relates to an anti-buckling node of a steel coupling beam of a shear wall, comprising an H-shaped steel coupling beam, a pre-buried square section steel and a concrete column. The concrete column is provided with a pre-buried square section steel. The plate is connected with the embedded square steel bolts, and the upper and lower flange plates of the H-shaped steel coupling beam near the end plate are provided with dog-bone weakened areas, and the weakened grooves of the dog-bone weakened areas are provided with the weakened grooves. The matching backing plate, the backing plate is connected with the weakening groove by spot welding, the outer sides of the upper and lower dog-bone weakened areas are respectively provided with cover plates, and the two sides of the web plate of the H-shaped steel connecting beam corresponding to the dog-bone weakened area are respectively provided. There is a grooved guard plate, and the cover plate is connected with the upper and lower flange plates of the H-shaped steel connecting beam and the groove guard plate by bolts. There are several stiffeners in the groove of the groove guard plate. The shaped guard completely covers the dogbone weakened area. The lateral instability of the utility model improves the property of dissipating seismic energy of nodes, so that the anti-seismic capability is greatly improved.
Description
Technical Field
The utility model relates to a building field, in particular to shear force wall steel is buckling restrained node even roof beam.
Background
In the high-rise building design, the node connected by the beam column is the key in the design of the node of the high-rise building structure, the performance of the node directly influences the strength, rigidity, stability and other performances of the structure, and the condition that the beam part is weakened is also researched in the past, but the condition that the beam part is bent is often generated.
In the traditional joint design, a full penetration butt welding seam is often adopted, the advantages of beam-column joints are not exerted, the bending resistance bearing capacity of a beam cannot be well exerted, and the design principle of 'strong joint and weak member' in the anti-seismic design is not well exerted.
Disclosure of Invention
The utility model aims to solve the technical problem that a shear force wall steel is buckling restrained node even roof beam is provided, has avoided the side direction unstability of girder steel, has improved the nature of the dissipation seismic energy of node for the shock resistance improves greatly.
In order to achieve the above object, the utility model adopts the following technical scheme:
shear force wall steel is roof beam buckling restrained node even, including H shaped steel even roof beam, pre-buried square shaped steel, the concrete column, be equipped with pre-buried square shaped steel in the concrete column, the terminal surface rigid coupling end plate of H shaped steel even roof beam, end plate and pre-buried square shaped steel bolted connection, be close to the upper and lower flange plate of the H shaped steel even roof beam of end plate and be equipped with dog bone formula weakened area, be equipped with in the weakened recess of dog bone formula weakened area and weaken recess matched with backing plate, backing plate and weakened recess spot welding are connected, the outside of upper and lower dog bone formula weakened area is equipped with the apron respectively, the both sides of the web of the H shaped steel even roof beam that dog bone formula weakened area corresponds are equipped with the flute profile backplate respectively, pass through bolted connection between upper and lower flange plate of H shaped steel even roof beam and the flute profile backplate, be equipped with a plurality of stiffening rib in the notch of flute profile backplate, the apron covers dog bone formula weakened area completely with the flute profile backplate.
The cover plate and the groove-shaped guard plate have the same length.
The stiffening ribs are symmetrically arranged in the groove-shaped guard plates on two sides of the web plate of the H-shaped steel connecting beam, and the number of the stiffening ribs on each side is 2-4.
The groove-shaped guard plate is made of channel steel.
The surfaces of the H-shaped steel connecting beam, the groove-shaped guard plate and the cover plate which are contacted with each other are coated with an adhesive-free layer.
The non-adhesive layer is made of rubber.
Compared with the prior art, the beneficial effects of the utility model are that:
the cover plate is arranged outside the dog-bone type weakening area, the groove-shaped guard plate forms a buckling-restrained structure, and the phenomenon of buckling instability outside the steel plate plane, which is possibly generated at the positions of the beam flange and the beam web plate when the beam is stressed, is avoided. The seismic performance of the nodes is reduced, the hysteresis curve of the nodes also has the degradation phenomenon of rigidity and strength, and the out-of-plane rigidity of the delayed steel beam with the degradation phenomenon is reduced, so that the probability of generating out-of-plane integral buckling of the steel beam is improved. The buckling restrained device avoids lateral instability of the steel beam, improves the property of dissipating seismic energy of the node of the steel beam, and greatly improves the seismic capacity.
The profile steel is embedded in the concrete shear wall, and the concrete and the profile steel have the mutual constraint effect. On the one hand, the concrete is wrapped around the section steel, and the section steel is rarely subjected to local buckling before the member reaches the bearing capacity. On the other hand, the section steel has a restraining effect on the concrete of the core. Compared with the common shear wall, the shear wall has greatly improved bearing capacity.
Drawings
Fig. 1 is a schematic structural diagram of the present invention.
Fig. 2 is a top view of the present invention.
Fig. 3 is a partial schematic view of the present invention.
Fig. 4 is an exploded view of fig. 3.
Fig. 5 is a cross-sectional side view of the present invention.
In the figure: h shaped steel coupling beam 1, pre-buried square shaped steel 2, concrete column 3, end plate 4, dog bone formula weakened area 5, apron 6, flute profile backplate 7, backing plate 8, stiffening rib 9, no adhesive layer 10.
Detailed Description
The following further describes the embodiments of the present invention with reference to the attached drawings:
as shown in fig. 1-5, the shear wall steel is roof beam buckling restrained node even, including H shaped steel even roof beam 1, pre-buried square shaped steel 2, concrete column 3, be equipped with pre-buried square shaped steel 2 in the concrete column 3, the terminal surface rigid coupling end plate 4 of H shaped steel even roof beam 1, end plate 4 and pre-buried square shaped steel 2 bolted connection, be equipped with dog bone formula weakening area 5 on the upper and lower flange plate of H shaped steel even roof beam 1 near end plate 4, be equipped with in the weakening recess of dog bone formula weakening area 5 and weaken recess matched with backing plate 8, backing plate 8 is connected with weakening recess spot welding, the thickness of backing plate 8 is 2mm more than the thickness of the flange plate of H shaped steel even roof beam 1.
The outer sides of the upper dog-bone type weakening area and the lower dog-bone type weakening area are respectively provided with a cover plate 6, two sides of a web plate of the H-shaped steel connecting beam 1 corresponding to the dog-bone type weakening area 5 are respectively provided with a groove-shaped protection plate 7, and the cover plates 6 are connected with the upper flange plate and the lower flange plate of the H-shaped steel connecting beam 1 and the groove-shaped protection plates 7 through bolts. A plurality of stiffening ribs 9 are arranged in the notch of the groove-shaped guard plate 7. The stiffening ribs 9 are symmetrically arranged in the groove-shaped guard plates at two sides of the web plate of the H-shaped steel coupling beam 1, and the number of the stiffening ribs 9 at each side is 2-4.
The cover plate 6 and the channel shaped guard plate 7 have the same length. The cover plate 6 and the groove-shaped guard plate 7 completely cover the dog-bone type weakened area, and the surface of the H-shaped steel connecting beam 1, which is contacted with the H-shaped steel connecting beam 1, of the groove-shaped guard plate 7 and the cover plate 6 is coated with an unbonded layer 10. The non-adhesive layer is a rubber coating.
The groove-shaped guard plate 7 is made of channel steel.
The device completely accords with the design principle of 'strong node and weak component'. The plastic hinge is moved outwards, and the weakened part yields before other components. The node hysteresis curve is full, and the intensity of dissipating seismic energy is greatly improved.
Above utility model, to the ordinary technical personnel in this technical field, can also be right without deviating from the principle of the utility model, these improve and decorate and also fall into the protection scope of the utility model claims. The above description is only 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 concept of the present invention within the technical scope disclosed in the present invention.
Claims (6)
1. The shear wall steel coupling beam buckling-restrained joint is characterized by comprising an H-shaped steel coupling beam, pre-embedded square-shaped steel and a concrete column, wherein the pre-embedded square-shaped steel is arranged in the concrete column, the end surface of the H-shaped steel coupling beam is fixedly connected with an end plate, the end plate is connected with the pre-embedded square-shaped steel through bolts and is close to the upper part of the H-shaped steel coupling beam of the end plate, be equipped with dog bone formula weakening area on the flange board down, be equipped with in the weakening recess in dog bone formula weakening area and weaken recess matched with backing plate, the backing plate with weaken recess spot welding and be connected, the outside in upper and lower dog bone formula weakening area is equipped with the apron respectively, the both sides of the web of the H shaped steel even beam that dog bone formula weakening area corresponds are equipped with the flute profile backplate respectively, pass through bolted connection between apron and the upper and lower flange board of H shaped steel even beam and the flute profile backplate, be equipped with a plurality of stiffening rib in the notch of flute profile backplate, the apron covers dog bone formula weakening area completely with the flute profile backplate.
2. A shear wall steel coupling beam buckling restrained node according to claim 1, wherein the cover plate and channel shaped guard plate are the same length.
3. The shear wall steel coupling beam buckling restrained node of claim 1, wherein the stiffening ribs are symmetrically arranged in the groove type guard plates at two sides of the web plate of the H-shaped steel coupling beam, and the number of the stiffening ribs at each side is 2-4.
4. The shear wall steel coupling beam buckling restrained node of claim 1, wherein the channel-shaped guard plate is made of channel steel.
5. The shear wall steel coupling beam buckling restrained node of claim 1, wherein the surfaces of the H-shaped steel coupling beam, the channel-shaped guard plates and the cover plates, which are in contact with each other, are coated with an adhesive-free layer.
6. The shear wall steel coupling beam buckling restrained node of claim 5, wherein the non-adhesive layer is rubber.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120245479.0U CN214785312U (en) | 2021-01-28 | 2021-01-28 | Shear wall steel coupling beam anti-buckling joint |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120245479.0U CN214785312U (en) | 2021-01-28 | 2021-01-28 | Shear wall steel coupling beam anti-buckling joint |
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| Publication Number | Publication Date |
|---|---|
| CN214785312U true CN214785312U (en) | 2021-11-19 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202120245479.0U Active CN214785312U (en) | 2021-01-28 | 2021-01-28 | Shear wall steel coupling beam anti-buckling joint |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114737605A (en) * | 2022-03-31 | 2022-07-12 | 中铁第四勘察设计院集团有限公司 | Oversized underground space span box-type steel concrete top cover under heavy load and frame system |
-
2021
- 2021-01-28 CN CN202120245479.0U patent/CN214785312U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114737605A (en) * | 2022-03-31 | 2022-07-12 | 中铁第四勘察设计院集团有限公司 | Oversized underground space span box-type steel concrete top cover under heavy load and frame system |
| CN114737605B (en) * | 2022-03-31 | 2023-12-26 | 中铁第四勘察设计院集团有限公司 | Box-type steel concrete top cover and frame system for oversized underground space under heavy load |
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