CN210482635U - Concrete pillar reinforcing structure at lower part of shock insulation support - Google Patents
Concrete pillar reinforcing structure at lower part of shock insulation support Download PDFInfo
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- CN210482635U CN210482635U CN201920996404.9U CN201920996404U CN210482635U CN 210482635 U CN210482635 U CN 210482635U CN 201920996404 U CN201920996404 U CN 201920996404U CN 210482635 U CN210482635 U CN 210482635U
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- isolation bearing
- seismic isolation
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Abstract
The utility model relates to a concrete strut additional strengthening of isolation bearing lower part, including setting up overhanging steel sheet (2) in the pre-buried board in concrete strut (1) upper portion (3) outside to and support channel-section steel (5) of setting in overhanging steel sheet (2) lower part, overhanging steel sheet (2) are connected with isolation bearing (7) on concrete strut (1) upper portion, support channel-section steel (5) and concrete strut (1) side are fixed mutually. Compared with the prior art, the utility model has the advantages of connect convenient, former concrete support transformation volume is little, the construction is simple, occupy the building usage space little.
Description
Technical Field
The utility model belongs to the technical field of building structure technique and specifically relates to a concrete strut additional strengthening of isolation bearing lower part is related to.
Background
The seismic isolation technology isolates the upward transmission of seismic energy by arranging a seismic isolation support between a foundation or a lower structure and an upper structure, and is a measure for efficiently and stably reducing the seismic action. By reasonable design, the seismic isolation technology is almost suitable for all building types and structural forms. With the development of the seismic isolation design theory and the maturity of seismic isolation products, the application of the seismic isolation technology in building structures is increasingly wide.
The isolation bearing is arranged between a foundation or a lower structure and an upper structure, and the normal construction sequence is that the isolation bearing is firstly placed and then the upper structure is constructed above the bearing (figure 1). The size of the isolation bearing depends on the weight of the superstructure supported by the isolation bearing, and the size of the supporting pier or the supporting column at the lower part of the isolation bearing depends on the size of the isolation bearing. Therefore, it is desirable that the weight of the superstructure be substantially constant prior to placement of the tandem, and the tandem and lower piers or posts be sized according to the weight of their intended support. However, after the on-site arrangement of the shock insulation support is often completed in the application process of an actual project, the weight of the upper structure is greatly different due to the change of the using function of a building and the like, so that the bearing capacity of the local shock insulation support cannot meet the requirement, and the size of the shock insulation support and the size of a lower buttress or a pillar need to be increased. The replacement of the shock insulation support is simple, and the original shock insulation support can be replaced by the enlarged shock insulation support after the jack jacks up the upper structure at the replacement position. However, since the position of the connecting anchor bolt between the enlarged seismic isolation support and the lower buttress or the strut and the position of the connecting anchor bolt of the original seismic isolation support are expanded outward, in order to ensure that the replaced connecting anchor bolt can be coated in the concrete, the conventional method is to roughen or gouge a part of the periphery of the original concrete buttress or the strut, and pour the peripheral concrete again according to the size of the replaced seismic isolation support and the position of the connecting anchor bolt. The disadvantages of this approach are the large amount of work in site, the large size of the reinforced lower buttress or post, the often difficult job requirements of the site work space, etc.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a concrete pillar additional strengthening of isolation bearing lower part in order to overcome the defect that above-mentioned prior art exists.
The purpose of the utility model can be realized through the following technical scheme:
the utility model provides a concrete strut additional strengthening of isolation bearing lower part, is including setting up the overhanging steel sheet in the pre-buried board outside in concrete strut upper portion to and set up the support channel-section steel in overhanging steel sheet lower part, overhanging steel sheet is connected with the isolation bearing on concrete strut upper portion, it is fixed mutually with the concrete strut side to support the channel-section steel.
Furthermore, the overhanging steel plate comprises four isosceles trapezoid steel plates welded with each other, and the welding position is the inclined edge of the isosceles trapezoid steel plate, so that the uneven welding stress is reduced to the maximum extent.
Furthermore, the overhanging steel plate is connected with a shock insulation support through a connecting bolt.
Furthermore, the supporting channel steel is connected with the overhanging steel plate through fillet welding.
Furthermore, the supporting channel steel and the concrete support column are ground flat and tightly propped, and are connected by a chemical anchor bolt.
Furthermore, the supporting channel steel is arranged at four corners of the overhanging steel plate, and two supporting channel steel are arranged at each corner.
Furthermore, the overhanging steel plate is connected with the embedded plate through butt welding.
Furthermore, the peripheral plane size of the overhanging steel plate is flush with the outer size of the base plate of the shock insulation support.
Further, the thickness of the overhanging steel plate is determined by calculation according to the bending bearing capacity of the steel plate.
The overhanging steel sheet of repair welding outside the pre-buried board of concrete strut top to the connecting bolt with shock insulation support after the increase links to each other, and overhanging steel sheet passes through the lower part and supports the channel-section steel support, supports the channel-section steel and links to each other with former concrete strut, and the level and the vertical power that realize shock insulation support pass through connecting bolt and transmit to overhanging steel sheet, support the channel-section steel by overhanging steel sheet transmission to the lower part, transmit the concrete strut by supporting the channel-section steel again.
Compared with the prior art, the utility model discloses following beneficial effect has:
1) the concrete pillars are reinforced by adopting the steel structure, the working procedures of template installation, steel bar lapping, concrete pouring and the like of the pillars are not needed, and the construction workload is greatly reduced.
2) The construction operation only has local welding connection and bolt connection, the requirements of the construction operation surface are greatly reduced, and the site construction conditions can be easily met.
3) The reinforcement of the pillar is expanded only at the top of the pillar, the reinforcement is not required to be expanded within the length range of the whole pillar, and the occupation of the using space of the building is greatly reduced.
Drawings
FIG. 1 is a schematic view of the arrangement of the original shock-proof support and the original lower concrete pillar;
FIG. 2 is a schematic view of the overall structure of the present invention;
FIG. 3 is a schematic view of the plane arrangement and connection of the overhanging steel plates of the present invention;
FIG. 4 is a schematic view of the connection between the overhanging steel plate and the replaced shock insulation support;
FIG. 5 is a schematic plan view of the connecting bolt of the present invention;
fig. 6 is a schematic plan view of the supporting channel steel of the present invention;
fig. 7 is a schematic view of the arrangement of the vertical surface of the supporting channel steel of the utility model;
fig. 8 is a schematic plan view of the chemical anchor bolt of the present invention.
The reference numbers in the figures indicate:
1. concrete pillar, 2, overhanging steel sheet, 3, pre-buried board, 4, connecting bolt, 5, support channel-section steel, 6, chemical crab-bolt, 7, isolation bearing.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
Examples
The utility model provides a concrete pillar additional strengthening of isolation bearing lower part behind isolation bearing increase, as shown in figure 2, including isolation bearing 7, the 3 repair welding of built-in plate of increase behind the replacement overhanging steel sheet 2 of supporting channel-section steel 5, chemical crab-bolt 6. The concrete description will be made by taking an example of the reinforcement of the lower concrete pillar 1 after the bottom plate of the elastic skateboard support is enlarged by 200 mm.
As shown in fig. 3, the embedded plate 3 is welded with four trapezoid equilateral steel plates 2, the plane size of the embedded plate is determined according to the size of the flange plate of the shock insulation support 7 after replacement, and the requirement that the peripheral plane size of the external steel plate 2 after splicing is flush with the external size of the elastic sliding plate support base plate is met; the thickness of the external extending steel plate 2 is determined according to the bending moment caused by the pulling force of the connecting bolt 4 which needs to be transmitted, and as the elastic sliding plate support is adopted in the embodiment, the connecting bolt 4 is not pulled, and the thickness of the external extending steel plate 2 is equal to that of the original embedded plate 3 and is 30 mm. The trapezoid equilateral overhanging steel plates 2 and the original embedded plates 3 are welded at the bottom edges of the trapezoids in an equal-strength butt joint mode, and each trapezoid equilateral overhanging steel plate 2 is welded at the waist of the trapezoids in an equal-strength butt joint mode.
As shown in fig. 4, the embedded plate 3 is welded with the overhanging steel plate 2 and the elastic sliding plate support base plate by the connecting bolt 4.
As shown in fig. 5, the center of the connecting bolt 4 is arranged at the center of the overhanging part of the repair welding overhanging steel plate 2 of the embedded plate 3 so as to meet the requirements of end distance and construction space.
As shown in fig. 6, the supporting channel steel 5 is arranged at four corners of the embedded plate 3, the extended steel plate 2 is welded, two supporting channel steel 5 are arranged at each corner, eight supporting channel steel 5 are arranged, and the total shearing cross section area of the supporting channel steel meets the requirement of transferring the shearing force of the seismic isolation support 7. And the support channel steel 5 and the embedded plate 3 are welded with the overhanging steel plate 2 by fillet weld with equal strength.
As shown in fig. 7, the supporting channel steel 5 is connected with the original lower concrete pillar 1 by a chemical anchor bolt 6, and the chemical anchor bolt 6 is only used for fixing the channel steel and is not used as a stress member.
As shown in fig. 8, each support channel 5 is connected to the original lower concrete column 1 using 2M 12 chemical anchors 6.
The embodiments described above are intended to facilitate the understanding and use of the invention by those skilled in the art. It will be readily apparent to those skilled in the art that various modifications to these embodiments may be made, and the generic principles described herein may be applied to other embodiments without the use of the inventive faculty. Therefore, the present invention is not limited to the above embodiments, and those skilled in the art should make improvements and modifications within the scope of the present invention according to the disclosure of the present invention.
Claims (8)
1. The utility model provides a concrete strut additional strengthening of isolation bearing lower part, its characterized in that, is including setting up overhanging steel sheet (2) in the pre-buried board (3) outside in concrete strut (1) upper portion to and set up support channel-section steel (5) in overhanging steel sheet (2) lower part, overhanging steel sheet (2) are connected with isolation bearing (7) on concrete strut (1) upper portion, support channel-section steel (5) and concrete strut (1) side are fixed mutually.
2. The concrete pillar reinforcement structure of the lower part of a seismic isolation bearing according to claim 1, wherein the overhanging steel plate (2) comprises four isosceles trapezoid steel plates welded to each other at the oblique side of the isosceles trapezoid steel plates.
3. The concrete pillar reinforcement structure of the lower portion of a seismic isolation bearing according to claim 1, wherein the overhanging steel plate (2) is connected to the seismic isolation bearing (7) by a connecting bolt (4).
4. The concrete pillar reinforcement structure of the lower part of a seismic isolation bearing according to claim 1, wherein the support channel steel (5) is connected with the overhanging steel plate (2) by fillet welding.
5. The concrete pillar reinforcement structure of the lower part of the seismic isolation bearing according to claim 1, wherein the supporting channel steel (5) is ground flat and tightly propped against the concrete pillar (1) and is connected with the concrete pillar by a chemical anchor bolt (6).
6. The concrete pillar reinforcement structure of the lower portion of a seismic isolation bearing according to claim 1, wherein the support channels (5) are provided at four corners of the overhanging steel plate (2), and two support channels (5) are arranged at each corner.
7. The concrete pillar reinforcement structure of the lower part of a seismic isolation bearing according to claim 1, wherein the overhanging steel plate (2) and the embedded plate (3) are connected by butt welding.
8. The concrete column reinforcing structure of the lower portion of the seismic isolation bearing according to claim 1, wherein the outer peripheral planar dimension of the overhanging steel plate (2) is flush with the outer dimension of the base plate of the seismic isolation bearing (7).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920996404.9U CN210482635U (en) | 2019-06-28 | 2019-06-28 | Concrete pillar reinforcing structure at lower part of shock insulation support |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920996404.9U CN210482635U (en) | 2019-06-28 | 2019-06-28 | Concrete pillar reinforcing structure at lower part of shock insulation support |
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| CN210482635U true CN210482635U (en) | 2020-05-08 |
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| CN201920996404.9U Active CN210482635U (en) | 2019-06-28 | 2019-06-28 | Concrete pillar reinforcing structure at lower part of shock insulation support |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114233077A (en) * | 2021-12-02 | 2022-03-25 | 北京城建集团有限责任公司 | Shock insulation support structure arranged on small-size column and construction method |
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2019
- 2019-06-28 CN CN201920996404.9U patent/CN210482635U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114233077A (en) * | 2021-12-02 | 2022-03-25 | 北京城建集团有限责任公司 | Shock insulation support structure arranged on small-size column and construction method |
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