A connection structure and construction method of a steel-concrete joint constructed by asynchronous cantilever

Abstract

The present invention discloses a connection structure of an asynchronous cantilever construction steel-concrete joint and a construction method thereof, comprising a corrugated steel plate, a flange plate, a perforated rib plate, a through-steel, a rubber sleeve, an L-shaped steel and a concrete top plate; the corrugated steel plate is welded to the bottom of the flange plate, the flange plate is evenly divided by the lower corrugated steel plate, the through-steel is symmetrically welded to the surface of the flange plate; the through-steel passes through the perforated rib plate, the rubber sleeve wraps the through-steel, the L-shaped steel is symmetrically welded to the outside of the perforated rib plate, and the concrete top plate wraps all the above structures. Under the action of the same load, compared with the original connection structure, the present invention can effectively prevent the influence of local horizontal shear force on concrete, avoid cracking of concrete at the end, and ensure the quality of the project. In addition, all components are symmetrically arranged, the construction is simple, and the impact on the construction progress is minimal.

Description

Technical Field

[0001] The invention relates to the field of bridge engineering, in particular to a cantilever construction of a corrugated steel web, and in particular to a connection structure of a steel-concrete joint of an asynchronous cantilever construction and a construction method thereof. Background Art

[0002] The asynchronous cantilever construction hanging basket in bridge engineering simplifies the structure and reduces its own weight. Compared with the ordinary diamond hanging basket, the action position is moved from the top plate of the cast segment to the folded steel web of the segment to be cast. The hanging basket structure is simplified and the web is easy to hoist; it is simply supported on the upper flange plate and easy to move; the three working surfaces are independent of each other and the construction efficiency is high; the corrugated steel plate bears the hanging basket load and gives full play to the material utilization rate. However, since the corrugated steel plate is the main load-bearing structure of the construction, the shear stress at the interface between the two adjacent segments is large, so cracks are easily generated in the concrete top plate at this point. Summary of the invention

[0003] The purpose of the present invention is to overcome the shortcomings of the prior art and to provide a connection structure of an asynchronous cantilever construction steel-concrete joint and a construction method thereof, which can effectively prevent the influence of local horizontal shear force on concrete, avoid concrete cracking at the end, and inhibit concrete cracking, thereby ensuring the quality of the project.

[0004] The technical solution adopted by the present invention is: a connection structure of a steel-concrete joint of asynchronous cantilever construction, comprising a corrugated steel plate, a flange plate, a perforated rib plate, a through-steel bar, a rubber sleeve, an L-shaped steel and a concrete top plate;

[0005] The corrugated steel plate is welded to the bottom of the upper flange plate, the flange plate is evenly divided by the lower corrugated steel plate, the perforated rib plate is symmetrically welded to the surface of the flange plate, the through-steel passes through the perforated rib plate, the rubber sleeve wraps the through-steel, the L-shaped steel is symmetrically welded to the outside of the perforated rib plate, and the concrete top plate wraps all the above structures.

[0006] Preferably, the flange plate has a thickness equal to the thickness of the corrugated steel plate, a width determined according to specific design conditions, and a length equal to that of the corrugated steel plate. When welded to the corrugated steel plate, the flange plate is exactly divided equally by the corrugated steel plate.

[0007] Preferably, the perforated ribs are arranged in two rows, and a row of holes is provided at the middle height of the perforated ribs for passing through steel bars. The spacing between the holes is determined according to design conditions. The spacing between the two rows of perforated ribs is 2 / 3 of the width of the flange plates. The perforated ribs are welded to the surface of the flange plates, and the length of the free flange plates outside each row of perforated ribs is equal.

[0008] Preferably, the through steel bars pass through holes on two rows of perforated rib plates, and their diameters are slightly smaller than the diameters of the holes on the perforated steel plates.

[0009] Preferably, the rubber sleeve only wraps the through-steel bars in the first and second rows of holes in the construction direction of the perforated rib plate, the length of the rubber sleeve is 5 times the thickness of the perforated rib plate, and the diameter of the through-steel bars wrapped by the rubber sleeve is equal to the hole diameter of the perforated steel plate.

[0010] Preferably, the L-shaped steel is only welded on the outer surface at the front end in the construction direction of the perforated rib plate, with two groups welded in total and located in the middle of the perforated rib plate. Each group of holes corresponds to a group of L-shaped steel, and its specifications are determined according to specific design conditions.

[0011] Preferably, the concrete top plate is formed by pouring concrete and curing after the construction of the connection structure is completed, and its thickness is greater than the height of the perforated steel plate and its width is greater than the distance between the two corrugated steel plates.

[0012] The above-mentioned construction method of the connection structure of the steel-concrete joint by asynchronous cantilever construction specifically comprises the following steps:

[0013] Step 1: Produce corrugated steel plates, flange plates, and perforated rib plates according to design conditions, and weld them as required in the factory.

[0014] Step 2: Transport the welded corrugated steel plates, flange plates, and perforated rib plates to the site, hoist them with hoists, and fix them in place at the designated locations.

[0015] Step three, symmetrically weld two sets of L-shaped steels on the outer side of the front end in the construction direction of the perforated rib plate, which are located at the middle height of the perforated rib plate.

[0016] Step 4: Use through-steel bars to pass through the holes of the perforated rib plate, and only pass through the first two groups of holes, and wrap the through-steel bars passing through the holes with rubber sleeves, the length of which is 5 times the thickness of the perforated rib plate.

[0017] Step 5: After the construction of the above components is completed, pour the concrete. After the curing is completed, the next section will be constructed.

[0018] Beneficial effects: The L-shaped steel on the outer surface of the perforated rib plate and the rubber ring on the steel bar can effectively resist the shear stress at the location, so that the concrete at the end can be prevented from cracking under the same load, thus ensuring the quality of the project. In addition, all components are arranged symmetrically, the construction is simple, and the impact on the construction progress is minimal. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] Figure 1 This is a connection structure diagram of the steel-concrete joint of the asynchronous cantilever construction of the present invention.

[0020] Figure 2 The invention provides a detailed view of the connection structure of the steel-concrete joint during asynchronous cantilever construction.

[0021] Figure 3 It is a side view of the connection structure of the steel-concrete joint of the asynchronous cantilever construction of the present invention.

[0022] Among them: 1. Corrugated steel plate, 2. L-shaped steel, 3. Rubber sleeve, 4. Through-steel, 5. Perforated rib plate, 6. Concrete top plate, 7. Flange plate. DETAILED DESCRIPTION

[0023] The specific implementation of the present invention is further described in detail below in conjunction with the accompanying drawings and implementation cases.

[0024] like Figure 1 , Figure 2 As shown in the figure, a connection structure of a steel-concrete joint of an asynchronous cantilever construction includes 1. a corrugated steel plate, 2. an L-shaped steel, 3. a rubber sleeve, 4. a through-steel bar, 5. a perforated rib plate, 6. a concrete top plate, and 7. a flange plate.

[0025] The corrugated steel plate 1 is welded to the bottom of the upper flange plate 7, the flange plate 7 is evenly divided by the lower corrugated steel plate 1, the perforated rib plate 5 is symmetrically welded to the surface of the flange plate 7, the through-steel 4 passes through the perforated rib plate 5, the rubber sleeve 3 wraps the through-steel 4, the L-shaped steel 2 is symmetrically welded to the outside of the perforated rib plate 5, and the concrete top plate 6 wraps all the above structures.

[0026] The corrugated steel plate 1 is about 1.5 cm thick, and its length and height are determined according to specific design conditions, and is welded to the bottom of the flange plate 7.

[0027] The flange plate 7 has a thickness equal to the thickness of the corrugated steel plate 1 , a width determined according to specific design conditions, and a length equal to that of the corrugated steel plate 1 . When welded to the corrugated steel plate 1 , the flange plate 7 is exactly divided equally by the corrugated steel plate 1 .

[0028] The perforated ribs 5 are arranged in two rows, and there is a row of holes at the middle height position of the perforated ribs 5 for passing the through steel bars 4. The hole spacing d is arranged according to the design conditions. The spacing between the two rows of perforated ribs 5 is 2 / 3 of the width of the flange plate 7. The perforated ribs 5 are welded to the surface of the flange plate 7, and the length of the free flange plate outside each row of perforated ribs 5 is equal.

[0029] The rubber sleeve 3 only wraps the through steel bars 4 in the first and second rows of holes of the perforated rib plate 5 in the construction direction. The length of the rubber sleeve 3 is 5 times the thickness of the perforated rib plate 5, and the diameter of the through steel bars 4 wrapped by the rubber sleeve 3 is equal to the hole diameter of the perforated rib plate 5.

[0030] The L-shaped steel 2 is welded only on the outer surface of the front end of the perforated rib plate 5 in the construction advancing direction. Two groups are welded in total and are located at the middle height position of the perforated rib plate 5. The specifications are determined according to specific design conditions.

[0031] The concrete top plate 6 is formed by pouring concrete and curing it after the construction of the connection structure is completed.

[0032] The construction method of the steel-concrete joint connection structure proposed by the present invention specifically comprises the following steps:

[0033] Step 1: The corrugated steel plate 1, the flange plate 7 and the perforated rib plate 5 are manufactured according to the design conditions, and are welded as required in the factory.

[0034] Step 2: transport the welded corrugated steel plate 1, flange plate 7, and perforated rib plate 5 to the site, and hoist them with a hoist until they reach the designated position and are fixed.

[0035] Step three, symmetrically weld two groups of L-shaped steels 2 on the outer side of the front end of the perforated rib plate 5 in the construction direction, which are located at the middle height of the perforated rib plate 5.

[0036] Step 4: Use the through steel bar 4 to pass through the holes of the perforated rib plate 5, and only pass through the first two groups of holes, and wrap the through steel bar 4 passing through the holes with a rubber sleeve 3, and the length of the rubber sleeve 3 is 5 times the thickness of the perforated rib plate 5.

[0037] Step 5: After the construction of the above components is completed, pour the concrete. After the curing is completed, the next section will be constructed.

[0038] The above is a detailed description of the implementation methods of the present invention in conjunction with the accompanying drawings, but the present invention is not limited to the described implementation methods. For ordinary technicians in this field, within the scope of the principles and technical ideas of the present invention, various changes, modifications, substitutions and deformations of these implementation methods still fall within the protection scope of the present invention.

Claims

1. A connection structure of a steel-concrete joint in asynchronous cantilever construction, characterized in that: It includes corrugated steel plate, upper flange plate, perforated rib plate, through-steel bar, rubber sleeve, L-shaped steel and concrete top plate; The corrugated steel plate is welded to the bottom of the upper flange plate, the flange plate is evenly divided by the lower corrugated steel plate, the perforated rib plate is symmetrically welded to the surface of the flange plate, the through-steel passes through the perforated rib plate, the rubber sleeve wraps the through-steel, the L-shaped steel is symmetrically welded to the outside of the perforated rib plate, and the concrete top plate wraps all the above structures; The corrugated steel plate has a thickness of 1.5 cm and is welded to the bottom of the flange plate; The flange plate has a thickness equal to that of the corrugated steel plate, and a length equal to that of the corrugated steel plate. When welded to the corrugated steel plate, the flange plate is equally divided by the corrugated steel plate. The perforated ribs are arranged in two rows, and a row of holes is arranged at the middle height of the perforated ribs for passing through steel bars. The spacing between the two rows of perforated ribs is 2 / 3 of the width of the flange plate. The perforated ribs are welded to the surface of the flange plate, and the length of the flange plate remaining outside each row of perforated ribs is equal. The through steel bars pass through the holes on the two rows of perforated ribs, and their diameters are slightly smaller than the diameters of the holes on the perforated ribs; The rubber sleeve only covers the through-going steel bars in the first and second rows of holes in the construction direction of the perforated rib plate. The length of the rubber sleeve is 5 times the thickness of the perforated rib plate, and the diameter of the through-going steel bars covered by the rubber sleeve is equal to the hole diameter of the perforated steel plate. The L-shaped steel is only welded on the outer surface of the front end in the construction direction of the perforated rib plate, and two groups are welded in total, and are located in the middle of the perforated rib plate; The concrete top plate is formed by pouring concrete and curing after the construction of the connection structure is completed.

2. The construction method of the connection structure of the steel-concrete joint constructed by asynchronous cantilever according to claim 1 is characterized by: The specific steps include: Step 1: Produce corrugated steel plates, flange plates, and perforated rib plates according to design conditions, and weld them in the factory; Step 2: transport the welded corrugated steel plates, flange plates, and perforated rib plates to the site, hoist them with a hoist, and fix them at the designated location; Step 3: symmetrically weld two sets of L-shaped steels on the outer side of the front end in the construction direction of the perforated rib plate, which are located at the middle height of the perforated rib plate; Step 4: Use the through steel bars to pass through the holes of the perforated rib plate, and only pass through the first two groups of holes, and wrap the through steel bars passing through the holes with rubber sleeves, the length of which is 5 times the thickness of the perforated rib plate; Step 5: After the construction of the above components is completed, pour the concrete; after the curing is completed, construct the next section.

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