CN-121992711-A - Steel-concrete composite beam hogging moment area structure and anti-cracking reinforcing method

Abstract

The invention discloses a steel-concrete composite beam hogging moment area structure and an anti-cracking reinforcement method, which belong to the field of bridge engineering, and comprise a concrete panel, an I-shaped steel beam and a shear connector, wherein the concrete panel and the I-shaped steel beam are connected through the shear connector, a stress inducing groove is formed in the top end of the concrete panel, a random uncontrollable crack of the concrete panel in the hogging moment area is converted into controllable deformation at a specific position through the preset V-shaped stress inducing groove, and a double protection system of stress drainage and flexible sealing is formed by matching with filled asphalt horseshoe grease and an anti-cracking cover plate covered on the top, so that a path of a pavement rain water seepage corrosion steel beam is effectively blocked.

Inventors

• CHEN JIANHUA
• LU JIMING
• HUANG YILANG

Assignees

• 上海兰德公路工程咨询设计有限公司

Dates

Publication Date

20260508

Application Date

20260310

Claims (10)

1. 1. The steel-concrete composite beam hogging moment area structure comprises a concrete panel (1), an I-shaped steel beam (2) and a shear connector (11), and is characterized in that the concrete panel (1) and the I-shaped steel beam (2) are connected through the shear connector (11), a stress inducing groove (5) is formed in the top end of the concrete panel (1), an anti-cracking cover plate (7) is arranged at the top of the concrete panel (1), the steel-concrete composite beam hogging moment area structure further comprises a rectangular steel pipe (16), the rectangular steel pipe (16) is connected to the bottom end of the I-shaped steel beam (2), and filled concrete (17) is arranged in the rectangular steel pipe (16).
2. 2. The hogging moment area structure of a steel-concrete composite beam according to claim 1, wherein a shear key groove (3) is formed in the bottom end of the concrete panel (1), the shear key groove (3) is in fit connection with a shear connector (11), and an internal steel bar (4) is installed in the concrete panel (1).
3. 3. The hogging moment area structure of the steel-concrete composite beam according to claim 1, wherein the stress inducing groove (5) is arranged in a V shape, and asphalt horseshoe grease (6) is arranged in the stress inducing groove (5).
4. 4. The hogging moment area structure of a steel-concrete composite beam according to claim 1, wherein the anti-cracking cover plate (7) comprises a stretching portion (71) and anchoring portions (72), two anchoring portions (72) are respectively connected to two sides of the stretching portion (71), and an edge chamfer (8) is formed on one side, far away from the stretching portion (71), of the top end of each anchoring portion (72).
5. 5. The hogging moment area structure of a steel-concrete composite beam according to claim 4, wherein the bottom end of the anchoring portion (72) is provided with notch grooves (9), four corners of the anchoring portion (72) are provided with countersunk bolts (10), the top end of the concrete panel (1) is provided with screw holes matched with the countersunk bolts (10), the anchoring portion (72) is located right above the stress inducing groove (5), and the two stretching portions (71) are located on two sides of the stress inducing groove (5) respectively.
6. 6. The hogging moment area structure of a steel-concrete composite beam according to claim 1, wherein stiffening ribs (12) are fixedly arranged on the left side and the right side of the inside of the I-shaped steel beam (2), the stiffening ribs (12) are located under the stress inducing grooves (5), and the width of the stiffening ribs (12) is larger than that of the stress inducing grooves (5).
7. 7. The hogging moment area structure of a reinforced concrete composite girder according to claim 6, wherein an energy dissipation hole (13) is formed in the stiffening rib (12), a flanging steel bar (14) is arranged on the surface of the energy dissipation hole (13), the flanging steel bar (14) comprises an outer limiting part (141) and an inner limiting part (142), the outer limiting part (141) is attached to the surface of the stiffening rib (12), and the inner limiting part (142) is attached to the inner wall of the energy dissipation hole (13).
8. 8. The hogging moment area structure of a steel-concrete composite beam according to claim 6, wherein an avoidance chamfer (15) is formed on one side, close to the inner wall of an I-shaped steel beam (2), of the bottom end of the stiffening rib (12), and the section shape of the avoidance chamfer (15) is a right triangle.
9. 9. The hogging moment area structure of a steel-concrete composite beam according to claim 1, wherein the rectangular steel tube (16) is welded at the bottom end of the I-shaped steel beam (2), the rectangular steel tube (16) longitudinally extends along the I-shaped steel beam (2), a closed hollow filling cavity is formed in the rectangular steel tube (16), and the filling concrete (17) is filled in the filling cavity.
10. 10. An anti-cracking reinforcement method for a hogging moment area structure of a steel-concrete composite beam, which is used for the anti-cracking reinforcement method for the hogging moment area structure of the steel-concrete composite beam according to any one of claims 1 to 9, and is characterized by mainly comprising the following steps: welding stiffening ribs (12) on two sides of a web plate of an I-shaped steel beam (2), welding a rectangular steel pipe (16) at the bottom end of the I-shaped steel beam (2), and pouring filling concrete (17) into the rectangular steel pipe (16); Welding a shear connector (11) at the top end of the I-shaped steel beam (2), paving an internal steel bar (4), pouring a concrete panel (1), and reserving or cutting a stress inducing groove (5) at the top end of the concrete panel (1) corresponding to the stiffening rib (12); filling asphalt horseshoe grease (6) into the stress inducing groove (5), covering the anti-cracking cover plate (7) above the stress inducing groove (5), and fixing the anti-cracking cover plate (7) on the concrete panel (1) through countersunk bolts (10).

Description

Steel-concrete composite beam hogging moment area structure and anti-cracking reinforcing method Technical Field The invention relates to the technical field of bridge engineering, in particular to a steel-concrete composite beam hogging moment area structure and an anti-cracking reinforcing method. Background The reinforced concrete composite beam has the advantages of high bearing capacity, high rigidity, light dead weight, high construction speed and the like because the excellent tensile property of steel materials and the good compressive property of concrete are fully utilized, and the reinforced concrete composite beam has become a structure form widely applied in modern bridge engineering; in a continuous girder bridge system, a girder section near the middle support is called a hogging moment area, the stressed state of the area is represented as that the concrete panel at the upper part bears tensile stress, and the steel girder at the lower part bears compressive stress, so that in order to ensure the structural integrity, a construction form that a shear connector is arranged at the top of the steel girder and is poured into a whole with the concrete panel is adopted in engineering. However, the existing hogging moment area structure of the steel-concrete composite beam still has obvious technical defects in practical application, because the tensile strength of a concrete material is far lower than the compressive strength of the concrete material, uncontrollable random cracks are extremely easy to generate under the action of hogging moment, the cracks not only destroy the continuity of a pavement structure, but also can lead rainwater, deicing salt and the like to infiltrate, thereby corroding internal reinforcing steel bars and shear connectors of the concrete composite beam and seriously reducing the durability of a bridge, and secondly, the huge compressive stress of the hogging moment area of the I-shaped steel beam leads wide lower flanges and webs to be extremely easy to locally flex, and the traditional plate stiffening ribs or the mode of simply increasing the thickness of the flanges have lower efficiency in coping with high-strength compressive stress and are difficult to solve the problem of compressive stability of the bottom of the large-span composite beam. Disclosure of Invention The invention aims to solve the problems in the prior art, and provides a hogging moment area structure of a steel-concrete composite beam and an anti-cracking reinforcement method. In order to achieve the above purpose, the present invention adopts the following technical scheme: The hogging moment area structure of the steel-concrete composite beam comprises a concrete panel, an I-shaped steel beam and a shear connector, wherein the concrete panel and the I-shaped steel beam are connected through the shear connector, a stress inducing groove is formed in the top end of the concrete panel, an anti-cracking cover plate is arranged at the top of the concrete panel, the structure further comprises a rectangular steel pipe, the rectangular steel pipe is connected to the bottom end of the I-shaped steel beam, and filled concrete is arranged in the rectangular steel pipe. Preferably, the bottom of the concrete panel is provided with a shear key groove, the shear key groove and the shear connector are in adaptive plugging connection, and an internal reinforcing steel bar is arranged in the concrete panel. Preferably, the stress inducing groove is in a V shape, and asphalt horseshoe grease is arranged in the stress inducing groove. Preferably, the anti-cracking cover plate comprises a stretching part and an anchoring part, wherein two anchoring parts are respectively connected to two sides of the stretching part, and an edge chamfer is formed at one side, far away from the stretching part, of the top end of the anchoring part. Preferably, the bottom of anchor portion has been seted up fluting, the four corners of anchor portion all is provided with countersunk head bolt, the screw with countersunk head bolt looks adaptation has been seted up on the top of concrete panel, anchor portion is located directly over the stress guiding groove, two tensile portion is located the both sides of stress guiding groove respectively. Preferably, stiffening ribs are fixedly arranged on the left side and the right side of the inside of the I-shaped steel beam, the stiffening ribs are located right below the stress inducing grooves, and the width of the stiffening ribs is larger than that of the stress inducing grooves. Preferably, the inside of stiffening rib has seted up the power consumption hole, the surface in power consumption hole is provided with the turn-ups billet, the turn-ups billet includes outer limit portion and interior limit portion, outer limit portion laminating is at the surface of stiffening rib, interior limit portion laminating is at the inner wall in power consumption hole. Preferably, one side of the