CN109025347A - A method of using GFRP to sheared deficit strengthening of steel bridge - Google Patents
A method of using GFRP to sheared deficit strengthening of steel bridge Download PDFInfo
- Publication number
- CN109025347A CN109025347A CN201810786018.7A CN201810786018A CN109025347A CN 109025347 A CN109025347 A CN 109025347A CN 201810786018 A CN201810786018 A CN 201810786018A CN 109025347 A CN109025347 A CN 109025347A
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- gfrp
- rib
- steel
- sheared
- bottom plate
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
Abstract
The present invention relates to a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, this method is to be symmetrical arranged GFRP component in the steel beam web plate two sides to need reinforcement, wherein, the GFRP component includes bottom plate, a pair of perpendicular rib being vertical on bottom plate and the multiple cross ribs being vertical on bottom plate, the cross rib is spaced apart between two pieces of perpendicular ribs, and it is vertical with perpendicular rib, the perpendicular rib and cross rib form multiple cuboid cavity structures, and the bottom plate is bonded on steel beam web plate.Pass through this method, when the shearing that girder steel is subject to is excessive, when steel beam web plate starts buckling, the web of weakness is due to outer patch GFRP component, cross section property changes, and bending stiffness increases, the no longer buckling under the shearing action, to make full use of the bearing capacity of steel beam web plate itself, the bearing capacity and shearing strength of girder steel are enhanced.
Description
Technical field
The present invention relates to building element technical fields, and in particular to it is a kind of using GFRP to the side of sheared deficit strengthening of steel bridge
Method.
Background technique
Steel construction be pressurized, by it is curved, cut or under complex stress, if the width-thickness ratio of plate is excessive, often will appear office
The phenomenon that portion's unstability, after local buckling occurs, part Plate buckling exits work, reduces the effective cross-section of component, can add
Fast component overall collapse and lose bearing capacity.Traditional reinforcement steel member to avoid local buckling method often by setting
It sets ribbed stiffener to realize, plate mesh cells is changed by setting ribbed stiffener.Ribbed stiffener provided outside web plane compared with
Big rigidity forms supporting condition to the plate domain enclosed, to change the width-thickness ratio and length-width ratio of plate, to change local mistake
Steady condition.
But ribbed stiffener is added on web often by the mode of welding, often leads to component since stress is concentrated
It is easy to produce fatigue rupture.In the prior art, by being relatively common to the reinforcing of concrete and masonry structure with composite material
, using having higher uniaxial tensile strength come confined concrete or masonry structure in its plane, enhance its bearing capacity, but have no
Using GFRP to the report of sheared deficit strengthening of steel bridge.
Summary of the invention
The present invention is directed to the girder steel for having sheared deficit, proposes a kind of side using GFRP to sheared deficit strengthening of steel bridge
Method makes web no longer be easy buckling under shearing action, so that the material of component itself be enable to be fully utilized, increases
Bearing capacity and yield force.
The purpose of the present invention is achieved through the following technical solutions:
A method of using GFRP to sheared deficit strengthening of steel bridge, this method is in the steel beam web plate two sides to need reinforcement
It is symmetrical arranged GFRP component, wherein the GFRP component includes bottom plate, a pair of perpendicular rib being vertical on bottom plate and vertically sets
In multiple cross ribs on bottom plate, the cross rib is spaced apart between two pieces of perpendicular ribs, and vertical with perpendicular rib, the perpendicular rib and cross rib
Multiple cuboid cavity structures are formed, the bottom plate is bonded on steel beam web plate.
Further, the GFRP component is glass fiber reinforced polymer, is made by integrated extrusion forming, to avoid
Connecting intersection becomes weak spot.
Further, the GFRP component is inclined on steel beam web plate, and the bottom plate upper end of the GFRP component is close
The stress point of girder steel, and lower end is far from girder steel stress point, according to mechanical knowledge it is found that near stress point steel beam web plate be pressurized and
Stress is concentrated, and warpage is also easy to produce.Further, the both ends of the bottom plate are in contact with steel beam flange respectively, contact surface midpoint with
The distance of girder steel edge is the girder steel side side length zero between a quarter, and the length of the web among girder steel is less than height
When spending, the distance be 0, when the length of girder steel middle pectoral plate be greater than two times of height when, the distance be a quarter because pass through pair
The model analysis of steel beam web plate is it is known that this arrangement can cover the overwhelming majority in the case where girder steel is sheared
It is easy to the steel beam web plate of warpage.Further, the cuboid cavity structure that the perpendicular rib and cross rib are formed, length-width ratio 2:1, from
And it avoids erecting rib and cross rib generation warpage under load action.
Further, the perpendicular rib is consistent with the height of cross rib, in order to process.
Further, the consistency of thickness of the bottom plate, perpendicular rib and cross rib, in order to process.
Further, the width of the bottom plate is twice of perpendicular rib height, so that can to reinforce covering bigger by GFRP
Steel beam web plate in range.
Further, distance of the perpendicular rib apart from bottom edge is a quarter of baseplate width, described perpendicular to guarantee
Rib and cross rib be formed by cuboid cavity can the steel beam web plate in effective reinforcing soleplate coverage area do not generate warpage.
In this way, when steel beam web plate starts buckling, the web of weakness is due to outer when the shearing that girder steel is subject to is excessive
GFRP component is pasted, cross section property changes, and bending stiffness increases, the no longer buckling under the shearing action, to make full use of girder steel
The bearing capacity of web itself enhances the bearing capacity and shearing strength of girder steel.
Compared with prior art, advantages of the present invention is as follows:
1, the lower GFRP of price is selected, compared to wanting economical many for other modes, helps to save cost；
2, compared to the reinforcement means of traditional welding steel ribbed stiffener, there is no the problems that stress collection neutralizes fatigue.
3, compared to the reinforcing mode of traditional patch carbon cloth, this method operation is relatively simple and economical.
Detailed description of the invention
Fig. 1 is the front view that steel beam web plate is arranged in GFRP component of the present invention；
Fig. 2 is the top view of GFRP component of the present invention；
Fig. 3 is the side view of GFRP component of the present invention；
Fig. 4,5 are first-order modal of steel beam web plate under the conditions of two kinds of length-width ratios；
In figure: 1- steel beam web plate；2- bottom plate；3- erects rib；4- cross rib.
Specific embodiment
The present invention is described in detail with specific embodiment below in conjunction with the accompanying drawings.
Embodiment
As shown in Figure 1, it is a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, in the steel beam web plate 1 to need reinforcement
Two sides are symmetrical arranged GFRP component, wherein GFRP component includes bottom plate 2, a pair of perpendicular rib 3 being vertical on bottom plate 2 and hangs down
Straight multiple cross ribs 4 set on the bottom plate, cross rib 4 are spaced apart between two pieces of perpendicular ribs 3, and vertical with perpendicular rib 3, erect rib 3 and cross
Rib 4 forms multiple cuboid cavity structures, and bottom plate 2 is bonded on steel beam web plate 1.It, can be according to specific stress item when implementing
Part adjusts the parameters of GFRP component, such as thickness height baseplate width.
In the present embodiment, the size of used steel beam web plate single lattice is 800mm × 500mm, GFRP bottom plate 2 and girder steel abdomen
Plate 1 is bonded by binding material, and adhesives selects viscosity compared with the strong and preferable bonding agent of ductility.GFRP component is at 1 liang of web
Side symmetrically bonds.Cross rib 4 and perpendicular rib 3 are around the rectangular enclosure formed, length-width ratio 1/2, respectively 140mm and 70mm, bottom plate 2
Width be twice of perpendicular 3 height of rib, respectively 140mm and 70mm, the distance for erecting 3 centre distance bottom plate of rib, 2 edge is perpendicular rib
The 1/2 of height is 35mm, and it is 70mm that it is consistent with the height of cross rib 4, which to erect rib 3, bottom plate 2, the consistency of thickness for erecting rib 3, cross rib 4,
It is 6mm.From left to right by Fig. 1, the upper end-face edge center of GFRP component is located at girder steel perpendicular to shearing direction single lattice side length
At 1/4, at lower edge center and the 1/4 of girder steel single lattice side length.GFRP component is glass fiber reinforced polymer, passes through one
Extrusion forming is made, and bottom plate 2, perpendicular rib 3, the entirety that cross rib 4 is extrusion forming are consolidation in the two junction.
When the shearing that girder steel is subject to is excessive to cause web 1 to start buckling, the GFRP of the web 1 of weakness due to outer patch
Effect, so that cross section property changes at web 1, bending stiffness increases, and the no longer buckling under the shearing action avoids web
Local buckling caused by stress is concentrated.The bearing capacity for having given full play to steel beam web plate itself enhances the bearing capacity of girder steel
And shearing strength, Fig. 4,5 are first-order modal of steel beam web plate under the conditions of two kinds of length-width ratios.
Claims (9)
1. it is a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, which is characterized in that this method be in the steel to need reinforcement
Web two sides are symmetrical arranged GFRP component, wherein the GFRP component includes bottom plate, a pair of perpendicular rib being vertical on bottom plate
And multiple cross ribs on bottom plate are vertical at, the cross rib is spaced apart between two pieces of perpendicular ribs, and vertical with perpendicular rib, described
Perpendicular rib and cross rib form multiple cuboid cavity structures, and the bottom plate is bonded on steel beam web plate.
2. it is according to claim 1 it is a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, which is characterized in that it is described
GFRP component is glass fiber reinforced polymer, is made by integrated extrusion forming.
3. it is according to claim 1 it is a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, which is characterized in that it is described
GFRP component is inclined on steel beam web plate, and the upper end is close to the stress point of girder steel, and lower end is far from girder steel stress point.
4. it is according to claim 3 it is a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, which is characterized in that it is described
The upper and lower ends of bottom plate are in contact with steel beam flange respectively, and contact surface midpoint is the girder steel side side length at a distance from girder steel edge
Zero between a quarter.
5. it is according to claim 1 it is a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, which is characterized in that it is described
The cuboid cavity structure that perpendicular rib and cross rib are formed, length-width ratio 2:1.
6. it is according to claim 1 it is a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, which is characterized in that it is described
Perpendicular rib is consistent with the height of cross rib.
7. it is according to claim 1 it is a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, which is characterized in that it is described
The consistency of thickness of bottom plate, perpendicular rib and cross rib.
8. it is according to claim 1 it is a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, which is characterized in that it is described
The width of bottom plate is twice of perpendicular rib height.
9. it is according to claim 1 it is a kind of using GFRP to the method for sheared deficit strengthening of steel bridge, which is characterized in that it is described
Perpendicular distance of the rib apart from bottom edge is a quarter of baseplate width.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810786018.7A CN109025347B (en) | 2018-07-17 | 2018-07-17 | Method for reinforcing shear defect steel beam by using GFRP (glass fiber reinforced plastics) |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810786018.7A CN109025347B (en) | 2018-07-17 | 2018-07-17 | Method for reinforcing shear defect steel beam by using GFRP (glass fiber reinforced plastics) |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109025347A true CN109025347A (en) | 2018-12-18 |
| CN109025347B CN109025347B (en) | 2021-02-02 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810786018.7A Active CN109025347B (en) | 2018-07-17 | 2018-07-17 | Method for reinforcing shear defect steel beam by using GFRP (glass fiber reinforced plastics) |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1425730A (en) * | 2002-11-29 | 2003-06-25 | 国家工业建筑诊断与改造工程技术研究中心 | Method for reinforcing and repairing steel structure using fibre reinforced composite material |
| CN101503881A (en) * | 2009-03-18 | 2009-08-12 | 北京特希达技术研发有限公司 | Method for reinforcing underwater structure by fiber-reinforced composite material grid ribs |
| CN106245760A (en) * | 2016-07-29 | 2016-12-21 | 天津市世纪道康建筑科技有限公司 | A kind of H profile steel structure of reinforcing |
| CN206070790U (en) * | 2016-06-22 | 2017-04-05 | 杭州铁木辛柯钢结构设计有限公司 | A kind of anti-buckling steel plate seismic structural wall, earthquake resistant wall of ribbed stiffener |
| CN106567555A (en) * | 2016-10-31 | 2017-04-19 | 同济大学 | Method for improving direct shear bearing capacity of reinforced concrete component by obliquely attaching fiber composite material to surface of reinforced concrete component |
| US20170191279A1 (en) * | 2015-12-30 | 2017-07-06 | The Florida International University Board Of Trustees | High performing protective shell for concrete structures |
| US20180023297A1 (en) * | 2015-02-10 | 2018-01-25 | University Of Houston System | Self-stressing shape memory alloy-fiber reinforced polymer patch |
-
2018
- 2018-07-17 CN CN201810786018.7A patent/CN109025347B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1425730A (en) * | 2002-11-29 | 2003-06-25 | 国家工业建筑诊断与改造工程技术研究中心 | Method for reinforcing and repairing steel structure using fibre reinforced composite material |
| CN101503881A (en) * | 2009-03-18 | 2009-08-12 | 北京特希达技术研发有限公司 | Method for reinforcing underwater structure by fiber-reinforced composite material grid ribs |
| US20180023297A1 (en) * | 2015-02-10 | 2018-01-25 | University Of Houston System | Self-stressing shape memory alloy-fiber reinforced polymer patch |
| US20170191279A1 (en) * | 2015-12-30 | 2017-07-06 | The Florida International University Board Of Trustees | High performing protective shell for concrete structures |
| CN206070790U (en) * | 2016-06-22 | 2017-04-05 | 杭州铁木辛柯钢结构设计有限公司 | A kind of anti-buckling steel plate seismic structural wall, earthquake resistant wall of ribbed stiffener |
| CN106245760A (en) * | 2016-07-29 | 2016-12-21 | 天津市世纪道康建筑科技有限公司 | A kind of H profile steel structure of reinforcing |
| CN106567555A (en) * | 2016-10-31 | 2017-04-19 | 同济大学 | Method for improving direct shear bearing capacity of reinforced concrete component by obliquely attaching fiber composite material to surface of reinforced concrete component |
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| CN109025347B (en) | 2021-02-02 |
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