CN210460054U

CN210460054U - Bending-resistant reinforcing structure for frame node

Info

Publication number: CN210460054U
Application number: CN201921035723.XU
Authority: CN
Inventors: 蒋隆敏; 竹永恒; 龚鑫
Original assignee: Hunan University of Technology
Current assignee: Hunan University of Technology
Priority date: 2019-07-04
Filing date: 2019-07-04
Publication date: 2020-05-05
Anticipated expiration: 2029-07-04

Abstract

The utility model belongs to the technical field of the antidetonation is consolidated, a bending resistance reinforced structure to frame node is disclosed, including roof beam and the wall or the post of locating the beam-ends, still include with the perpendicular floor that meets of roof beam, wall or post, adopt at least one deck CFRP net to lay to the L shape handing-over surface of roof beam and wall or post, the CFRP is brushed cement composite mortar on the net. The high-strength CFRP net is paved on the L-shaped joint surface of the beam and the wall or the column in an L shape, so that the reinforcing layer formed by combining the CFRP net and the subsequent cement composite mortar can be ensured to fully play a role of tensile resistance; the beam end is wound with at least one circle of CFRP net in a closed manner, so that the reinforcing layer at the node of the frame can be prevented from being peeled and damaged; the arrangement of the transverse CFRP net on the wall or the column can further prevent the reinforcing layer from being stripped and damaged, and meanwhile, the shear pins are arranged in the transverse extension section, so that the extension section can be effectively prevented from being stripped. The bending-resistant reinforcing structure is simple to operate, remarkable in reinforcing effect, economical and practical, and more agrees with the actual needs of engineering.

Description

Bending-resistant reinforcing structure for frame node

Technical Field

The utility model relates to a antidetonation node reinforcement technical field specifically relates to a bending resistance reinforced structure to frame node.

Background

Under the action of horizontal earthquake or wind load, the beam end, the wall and the column end at the node of the reinforced concrete short-limb shear wall structure and the reinforced concrete framework structure bear large bending moment, as shown in fig. 1.

Due to the influence of design and construction or other factors, the defects of bending-resistant longitudinal ribs of the beam end and the wall and the column end at the node can be caused, and the bending damage of the beam end and the wall and the column end is easy to occur under the action of horizontal earthquake or wind load.

The connecting beam in the reinforced concrete short-leg shear wall structure and the frame beam in the reinforced concrete frame structure are usually cast in situ with the floor slab integrally, the shear wall or the frame column in the direction of the plumb is cast in situ integrally at the support, and the anti-stripping and anti-damage anchoring of the anti-bending reinforcing layers on the upper side and the lower side of the beam at the node and the wall and column sides also becomes the primary problem to be solved for anti-bending reinforcement.

Disclosure of Invention

The utility model provides a technical problem lie in overcoming prior art's defect, provide a construction simply, economical and practical, consolidate the bending resistance reinforced structure to the frame node that the effect is showing.

The purpose of the utility model is realized through the following technical scheme:

a bending-resistant reinforcing structure for a frame node comprises a beam, a wall or a column arranged at the end of the beam and a floor vertically connected with the beam, the wall or the column, wherein at least one layer of CFRP net is paved on the L-shaped connection surface of the beam and the wall or the column, and cement composite mortar is brushed on the CFRP net.

Furthermore, the laying length of the CFPR net along the length direction of the beam is 1/4-1/2 of the span of the beam.

Furthermore, the laying length of the CFPR net along the height direction of the wall is 1/6-1/4 of the floor height.

Furthermore, the laying length of the CFPR net along the height direction of the column is 1/5-1/3 of the floor height.

And further, the CFRP net is adopted to wind the beam end in a closed manner for at least one circle, and a through hole for the CFRP net to pass through is formed in the floor slab.

Furthermore, the winding width of the CFRP net wound in a closed mode along the length direction of the beam is 98-102 mm.

And furthermore, the length dimension of the through hole on the floor is matched with the winding width of the CFRP net, and the width dimension of the through hole is 9-11 mm.

Further, the side surfaces of the walls or columns at the L-shaped interface with the beams are also applied with at least one layer of transverse CFRP mesh parallel to the beams.

Further, the cross-machine direction CFRP web extends for 200mm in length and 100mm in width.

And furthermore, a plurality of shear pins are arranged on the transverse CFRP net in a staggered mode, the shear pins are implanted into the wall or the column, and the implantation depth is larger than or equal to 5 times of the diameter of each shear pin.

Compared with the prior art, the utility model discloses following beneficial effect has:

1) the high-strength CFRP net is paved on the L-shaped joint surface of the beam and the wall or the column in an L shape, so that the reinforcing layer formed by combining the CFRP net and the subsequent cement composite mortar can be ensured to fully play a role of tensile resistance;

2) the beam end is wound with at least one circle of CFRP net in a closed manner, so that the reinforcing layer at the node of the frame can be prevented from being peeled and damaged;

3) the arrangement of the transverse CFRP net on the wall or the column can further prevent the reinforcing layer from being stripped and damaged, and meanwhile, the shear pins are arranged in the transverse extension section, so that the extension section can be effectively prevented from being stripped.

4) The bending-resistant reinforcing structure is simple to operate, remarkable in reinforcing effect, economical and practical, and more agrees with the actual needs of engineering.

Drawings

FIG. 1 is a bending moment diagram of a short-leg shear wall structure or frame structure under the action of a horizontal earthquake or horizontal wind load;

fig. 2 is a perspective view of the buckling-restrained reinforcing structure for a frame node according to example 1;

FIG. 3 is a schematic structural view of the beam and the CFRP net laid on the wall or the column in the L shape in FIG. 2;

fig. 4 is a front view of the buckling-restrained reinforcing structure for a wall beam node or a frame node according to embodiment 1;

FIG. 5 is a top view of the CFRP netting of FIG. 4 wrapped in closed wraps around the beam ends;

fig. 6 is a schematic structural view of a transverse CFRP web according to example 1.

Detailed Description

The invention will be further described with reference to specific embodiments, wherein the drawings are designed solely for the purpose of illustration and not as a definition of the limits of the patent; for a better understanding of the embodiments of the present invention, some parts of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product; it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted.

Example 1

As shown in fig. 1, a bending-resistant reinforced structure for a frame node is provided, which comprises a beam 1, a wall or column 2 arranged at the end of the beam, and a floor 3 vertically connected with the beam 1 and the wall or column 2, wherein at least one layer of CFRP net a1 is paved on the L-shaped connecting surface of the beam and the wall or column, and a binding agent and high-performance cement composite mortar (not shown) are brushed on the CFRP net a 1.

Specifically, the CFPR net A1 is paved along the length direction of the beam with the laying length of 1/4-1/2 of the span of the beam, and is generally selected to be 1/3.

When the CFPR net is arranged on the beam end, the laying length of the CFPR net along the height direction of the wall is 1/6-1/4, preferably 1/5.

When the beam end is provided with a column, the laying length of the CFPR net along the height direction of the column is 1/5-1/3 of the floor height, preferably 1/4.

The length design of the CFPR net on the beam end, the wall or the column is determined by combining the structural characteristics and the stress analysis among the beams, the walls or the columns, and under the designed length, the high-strength CFRP net is integrally paved to the L-shaped connecting surface of the beams and the walls or the columns in an L shape, so that the reinforcing layer formed by combining the CFRP net with the subsequent cement composite mortar can be ensured to fully play a tensile role, and the structural strength is ensured while the paving is simple, the consumed time is short.

In order to prevent the reinforcing layer at the node of the frame from peeling and breaking, the present embodiment creatively adopts the CFRP net A2 to wind the beam end at least one turn, and of course, the floor 3 is provided with a through hole 31 for the CFRP net to pass through.

The winding width of the CFRP net A2 wound at the beam end in a closed mode along the length direction of the beam is 98-102 mm, and the winding width is generally selected to be 100 mm.

The length dimension of the through hole 31 on the floor is matched with the winding width of the CFRP net, the width dimension of the through hole is 9-11 mm, and the width is mainly considered to provide a point surplus space for the CFRP net so as to supplement the CFRP net winding at any time.

At least one layer of transverse CFRP net A3 parallel to the beam is applied to the side surface of the L-shaped junction of the beam and the beam or the column, and two L-shaped junctions are formed between the beam and the wall or the column, so 2 transverse CFRP nets are provided, each CFRP net extends for 200mm and has a width of 100mm, and the transverse CFRP nets can further prevent the reinforcing layer at the node from peeling and breaking.

In order to avoid the stripping of the transverse CFRP net, a plurality of shearing pins 4 are arranged on the transverse CFRP net in a staggered mode and are implanted into a wall or a column, the shearing pins are made of hot-rolled deformed steel bars generally, the diameter of the shearing pins is 4mm, according to technical regulations for reinforcing concrete structures by high-performance composite mortar steel bar nets, the shearing pins are implanted through organic structural glue, the implantation depth is more than or equal to 5 times of the diameter of the shearing pins, and in the embodiment, the implantation depth of the shearing pins is 30 mm.

The high-performance cement composite mortar is prepared by mixing cement, sand, an additive and water according to the mass ratio of 1.00: 1.45-1.55: 0.16: 0.43-0.44. The high-performance cement composite mortar has the characteristics of high strength, high ductility, good crack resistance, high temperature resistance, durability, ageing resistance, easy construction, low manufacturing cost and environmental protection. Wherein the additive is prepared by mixing polypropylene fiber, an ettringite expanding agent, silica fume and fly ash in a proportion of 1.00: 34-35: 29-30: 114-118, and the additive can fully exert the viscosity, seepage resistance, crack resistance and the like of the high-performance cement composite mortar.

In an L-laid CFRP mesh: the CFRP net lines parallel to the axial line of the connecting beam cooperate with the longitudinal bars of the original beam to bear bending tensile stress. The CFRP net lines vertical to the axis of the connecting beam play a good role of forming a net or distributing ribs, so that the stress of each longitudinal tensile carbon fiber net line is more uniform. The CFRP net wound at the beam end in a closed mode and the CFRP net laid at the wall end (or column end) in the horizontal direction and supplemented with steel plates and bolts for fixing have the advantages that on one hand, a very effective anchoring effect is achieved on the L-shaped tensioned CFRP net, the L-shaped tensioned CFRP net can fully play a tensile effect, the L-shaped tensioned CFRP net can be prevented from being peeled off macroscopically, on the other hand, a good constraint effect is provided for compressed concrete, the compression strength of the concrete is improved, the plastic hinge rotation capability of the concrete is enhanced, and the CFRP net becomes a key for improving the structure ductility.

It should be understood that the above-mentioned embodiments are only examples for clearly illustrating the technical solutions of the present invention, and are not intended to limit the embodiments of the present invention. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. Any modification, equivalent replacement, and improvement made within the spirit and principle of the present invention should be included in the protection scope of the claims of the present invention.

Claims

1. The bending-resistant reinforcing structure for the frame node comprises a beam, a wall or a column arranged at the beam end and a floor vertically connected with the beam, the wall or the column.

2. The buckling-restrained reinforcing structure for a frame node as recited in claim 1, wherein a laying length of the CFPR mesh in a beam length direction is 1/4-1/2 of a beam span.

3. The buckling-restrained reinforcing structure for a frame node as recited in claim 2, wherein a laying length of the CFPR mesh in a wall height direction is layered height 1/6-1/4.

4. The buckling-restrained reinforcing structure for a frame node as recited in claim 2, wherein a laying length of the CFPR mesh in a column height direction is 1/5-1/3 of a floor level height.

5. The buckling-restrained reinforcing structure for a frame node as claimed in any one of claims 1 to 4, wherein the CFRP net is wound around the beam end in a closed manner for at least one turn, and the floor slab is provided with through holes for the CFRP net to pass through.

6. The buckling-restrained reinforcing structure for a frame node according to claim 5, wherein the winding width of the close-wound CFRP net in the beam length direction is 98-102 mm.

7. The buckling-restrained reinforcing structure for a frame node as recited in claim 6, wherein the length dimension of the through hole on the floor slab is adapted to the winding width of the CFRP net, and the width dimension of the through hole is 9-11 mm.

8. The buckling-restrained reinforcing structure for a frame node as recited in claim 1, wherein the side surfaces of the walls or columns at the L-shaped intersection with the beams are further applied with at least one layer of transverse CFRP mesh parallel to the beams.

9. The buckling-restrained reinforcing structure for a frame node as recited in claim 8, wherein the transverse CFRP mesh extends for a length of 200mm and a width of 100 mm.

10. The buckling-restrained reinforcing structure for a frame node as recited in claim 8 or 9, wherein a plurality of shear pins are staggered on the transverse CFRP mesh, and the shear pins are implanted in the wall or column to a depth of 5 times or more the diameter of the shear pins.