Curve self-stress beam structure and construction method

Abstract

The curve self-stress beam structure comprises curve self-stress T beams and curve self-stress wet joints which are arranged at intervals, each curve self-stress T beam is composed of a curve self-stress beam rib and a top plate, and the curve self-stress beam structure is characterized in that each curve self-stress beam rib is composed of an inner side curved surface steel plate, an outer side curved surface steel plate, beam rib transverse self-stress ribs, beam rib longitudinal self-stress ribs, top plate connecting steel bars and first high-expansion concrete; and the upper part of the connecting top plate steel bar extends into the top plate. The construction method comprises the following steps: a) processing the curved surface steel plate section; b) welding a steel plate; c) fixing the steel plate; d), rib plate binding and pouring; e) binding and pouring a top plate; f) hoisting the T beam; g), binding wet joints; and h) wet joint pouring. According to the self-stress beam structure and the construction method, the pressure stress of the beam rib can counteract the tensile stress generated by the load, so that the bearing capacity of the T-beam is higher, tensioning and support building are not needed, the construction cost is reduced, and the risk of support overturning is avoided.

Description

Technical Field

[0001] The present invention belongs to the technical field of bridges, and more specifically, relates to a curved self-stressed beam structure and a construction method. Background Art

[0002] Due to geographical restrictions, curved beams have to be used on curved sections of roads. Traditional concrete curved beam structures have long faced multiple technical bottlenecks in engineering practice. First, ordinary reinforced concrete curved beams are limited by inherent defects such as low tensile strength of the material and significant shrinkage creep effect. There are generally problems such as limited span (usually ≤30m), frequent radial cracks and insufficient durability. Especially in small radius curve sections, the bending-torsion coupling effect leads to complex cross-sectional stress distribution, and conventional reinforcement is difficult to effectively restrain deformation. Through cracks often appear in the early stage of service, seriously affecting the structural safety and service life.

[0003] Secondly, in order to improve the stress performance, the engineering community has tried to use prestressed concrete curved beam structure, but its technical defects are also very prominent: first, the radial additional force generated when the curved prestressed tendons are tensioned is easy to cause collapse accidents, and it is often necessary to add complex anchoring structures or tension in stages, resulting in a 30%-40% reduction in the efficiency of prestressing; second, the external prestressing system has problems such as large friction loss of the steering gear and significant long-term stress relaxation, which seriously weakens the prestressing effect. What is more noteworthy is that whether it is ordinary or prestressed curved beams, traditional construction relies on the full-span support cast-in-place method, which requires multiple processes such as foundation treatment → support erection → graded preloading (preloading load is often 1.2 times the weight of the beam) → formwork installation, which not only extends the construction period by 40-60 days, but also has a high risk of instability in the support system, which has caused many collapse accidents in recent years. Summary of the invention

[0004] In order to overcome the disadvantages of the above technical problems, the present invention provides a curved self-stressed beam structure and a construction method.

[0005] The curved self-stressing beam structure of the present invention includes multiple curved self-stressing T-beams arranged at intervals, and adjacent curved self-stressing T-beams are connected by a curved self-stressing wet joint. The curved self-stressing T-beam is composed of a curved self-stressing beam rib and a top plate. The top plate is composed of ordinary concrete and transverse and longitudinal structural reinforcement bars of the top plate cast in the ordinary concrete. It is characterized in that: the curved self-stressing beam rib is composed of an inner curved steel plate, an outer curved steel plate, transverse self-stressing reinforcement bars of the beam rib, longitudinal self-stressing reinforcement bars of the beam rib, connecting top plate reinforcement bars and first high-expansion concrete. The inner curved steel plate and the outer curved steel plate are arranged at intervals and their curvatures are the same as the curvature of the bridge. The two ends of the transverse self-stressing reinforcement bars of the beam rib are vertically welded to the inner surfaces of the inner curved steel plate and the outer curved steel plate. The longitudinal self-stressing reinforcement bars of the beam rib are arranged at the lower part of the curved self-stressing T-beam. The connecting top plate reinforcement bars are arranged vertically, the lower ends of the connecting top plate reinforcement bars are welded to the inner surfaces of the inner curved steel plate and the outer curved steel plate, and the upper parts of the connecting top plate reinforcement bars extend into the top plate. The curvature of the longitudinal structural reinforcement bars of the top plate in the top plate is the same as the curvature of the bridge. The transverse structural reinforcement bars of the top plate extend out of the outer side surface of the top plate, and the parts where the transverse structural reinforcement bars of the top plate extend out of the outer side surface of the top plate form reserved bars for the curved self-stressing wet joint.

[0006] In the curved self-stressing beam structure of the present invention, the curved self-stressing wet joint is composed of second high-expansion concrete and transverse and longitudinal self-stressing reinforcement bars of the wet joint cast in the second high-expansion concrete. The curvature of the longitudinal self-stressing reinforcement bars of the wet joint is the same as the curvature of the bridge. The two ends of the transverse self-stressing reinforcement bars of the wet joint are welded to the reserved bars for the curved self-stressing wet joint on the top plates of the curved self-stressing T-beams on both sides.

[0007] In the curved self-stressing beam structure of the present invention, the longitudinal self-stressing reinforcement bars of the beam rib are arranged in two or three rows up and down, and the longitudinal self-stressing reinforcement bars of the beam rib are tied and connected to the transverse self-stressing reinforcement bars of the beam rib; the connecting top plate reinforcement bars are U-shaped, and the U-shaped connecting top plate reinforcement bars are welded to the inner curved steel plate and the outer curved steel plate in a form with the opening facing downwards, and the transverse structural reinforcement bars of the top plate pass through the U-shaped connecting top plate reinforcement bars.

[0008] In the curved self-stressing beam structure of the present invention, the transverse structural reinforcement bars of the top plate, the longitudinal structural reinforcement bars of the top plate, the transverse self-stressing reinforcement bars of the wet joint and the longitudinal self-stressing reinforcement bars of the wet joint are all arranged in two rows up and down, and the upper ends of the connecting top plate reinforcement bars are tied and connected to the upper row of transverse structural reinforcement bars of the top plate.

[0009] In the curved self-stressing beam structure of the present invention, the cross-section of the curved self-stressing beam rib is rectangular, the width of the curved self-stressing beam rib is 20 cm to 40 cm, and the height is 20 cm to 100 cm; the width of the top plate is 100 cm to 120 cm, and the thickness is 18 to 25 cm; the thickness of the curved self-stressing wet joint is 18 to 25 cm, and the width is 30 to 50 cm.

[0010] For the curved self-stressing beam structure of the present invention, both the inner curved surface steel plate and the outer curved surface steel plate are made of Q345C low-alloy steel plates with a thickness of 12 mm to 20 cm. The machining error of the curved surfaces of the inner curved surface steel plate and the outer curved surface steel plate is controlled within ±3 mm / m, and an anti-rust coating is applied on the outer surfaces of the inner curved surface steel plate and the outer curved surface steel plate.

[0011] For the curved self-stressing beam structure of the present invention, the transverse self-stressing bars of the beam rib are made of steel bars with a diameter of 16 mm to 22 mm and a model of HRB335. The longitudinal spacing of the transverse self-stressing bars of the beam rib is 15 cm to 30 cm. The longitudinal self-stressing bars of the beam rib are made of steel bars with a diameter of 16 mm to 25 mm and a model of HRB400; the connecting top plate steel bars are made of steel bars with a diameter of 14 mm to 16 mm and a model of HRB335. The longitudinal spacing of the connecting top plate steel bars is 15 cm to 30 cm, and the welding length of the connecting top plate steel bars with the inner curved surface steel plate and the outer curved surface steel plate is not less than 10 times their radius.

[0012] For the curved self-stressing beam structure of the present invention, the diameter of the transverse structural bars of the top plate is 12 mm to 16 mm, the longitudinal spacing of the transverse structural bars of the top plate is 10 cm to 12 cm, the diameter of the longitudinal structural bars of the top plate is 14 mm to 16 mm, the transverse spacing of the longitudinal structural bars of the top plate is 10 cm to 12 cm, and the length of the reserved bars of the curved self-stressing wet joint extending out of the top plate is not less than 15 times their diameter; The diameter of the transverse self-stressing bars of the wet joint is 12 mm to 16 mm, the longitudinal spacing of the transverse self-stressing bars of the wet joint is 10 cm to 20 cm, the diameter of the longitudinal self-stressing bars of the wet joint is 12 mm to 16 mm, the transverse spacing of the longitudinal self-stressing bars of the wet joint is 15 cm to 25 cm, and the transverse self-stressing bars of the wet joint and the longitudinal self-stressing bars of the wet joint form a grid structure.

[0013] For the curved self-stressing beam structure of the present invention, the grade of the ordinary concrete is C40 - C50, and the grades of the first high-expansion concrete and the second high-expansion concrete are C40 - C50; the restricted expansion rate of the first high-expansion concrete is 0.05% - 0.06%, and the restricted expansion rate of the second high-expansion concrete is 0.04% - 0.05%.

[0014] The construction method of the curved self-stressing beam structure of the present invention is characterized in that it is realized through the following steps: a). Processing the inner and outer curved surface steel plate segments; cutting the inner and outer curved surface steel plates constituting the curved self-stressing beam rib according to the curve design parameters of the bridge in segments, and using a three-dimensional numerical control plate bending machine to process the steel plates into continuous curved surfaces; b). Welding the steel plates; welding the segmented inner and outer curved surface steel plates on the jig to form the inner curved surface steel plate and the outer curved surface steel plate; c). Steel plate fixation; fix the inner curved steel plate and the outer curved steel plate after welding, keeping the spacing error ≤ 5 mm, and weld the transverse self-stressing bars of the beam ribs along the inner surfaces of the inner curved steel plate and the outer curved steel plate every 20 cm - 30 cm; d). Rib plate binding and pouring; bind two or three layers of longitudinal self-stressing bars of the beam ribs on the transverse self-stressing bars of the beam ribs at the bottom, weld the top plate reinforcement on the inner and outer curved steel plates, and the longitudinal self-stressing bars of the beam ribs and the transverse self-stressing bars of the beam ribs form a three-dimensional framework, then pour the first high-expansion concrete and cure it with water for 7 days; e). Top plate binding and pouring; bind the transverse structural bars and longitudinal structural bars of the top plate on the top of the rib plate. The extended parts of the transverse structural bars of the top plate form the reserved bars for the curved self-stressing wet joint, and then pour ordinary concrete to form the top plate and cure it for 7 days; f). T-beam hoisting; use a trailer to transport the cured curved self-stressing T-beam to the site, and then install multiple curved self-stressing T-beams through the hoisting system according to the preset curvature radius of the bridge; g). Wet joint binding; bind the transverse self-stressing bars and longitudinal self-stressing bars of the joint at the joint of adjacent curved self-stressing T-beams; h). Wet joint pouring; set a fixed formwork below the joint of two adjacent curved self-stressing T-beams. The fixed formwork is fixed on the support crossbar above the curved self-stressing T-beam by screws, pour the second high-expansion concrete, and cure it with water for 7 days to form the beam body structure.

[0015] The beneficial effects of the present invention are as follows: The curved self-stressing beam structure and construction method of the present invention are composed of curved self-stressing T-beams and curved self-stressing wet joints arranged between the T-beams. The curved self-stressing beam rib is composed of inner and outer curved steel plates, transverse and longitudinal self-stressing bars of the beam rib, connecting top plate steel bars, and first high-expansion concrete. The two ends of the transverse self-stressing bar of the beam rib are vertically welded to the inner surface of the inner and outer curved steel plates. The curvature of the longitudinal self-stressing bar of the beam rib is the same as that of the bridge and is arranged at the bottom of the beam rib. The connecting top plate steel bars are welded to the inner and outer curved steel plates and extend into the top plate. In this way, during the solidification process of the first expansion concrete after pouring, restricted by the longitudinal and transverse self-stressing bars of the beam rib, the formed curved self-stressing beam rib generates compressive stress in the longitudinal direction. The compressive stress possessed by the beam rib can offset a part of the tensile stress generated by the vehicle load on the upper part of the bridge, making the formed curved self-stressing T-beam have a stronger load-bearing capacity and being suitable for making large-span (such as greater than 30m). At the same time, the inner and outer curved steel plates not only serve as permanent formwork but also participate in the structural stress, and also avoid the problems of complex stress of the curved self-stressing rib and easy cracking of the outer protective layer of the steel bars. Compared with the existing ordinary reinforced concrete curved beam, it has a greater load-bearing capacity, a larger span, and is not prone to appear through cracks. Compared with the existing prestressed concrete curved beam, there is no need for tensioning, which solves the problems of complex curve tensioning process and reduction of tensioned prestress. Moreover, there is no need to build a support, which reduces the construction cost and avoids the risk of support overturning.

[0016] Further, the curved self-stressing wet joint connecting adjacent curved self-stressing T-beams is composed of transverse and longitudinal self-stressing bars of the wet joint and second high-expansion concrete. The second high-expansion concrete poured generates longitudinal and transverse compressive self-stress during the solidification process, enhancing the connection strength between the two adjacent curved self-stressing T-beams, making the overall curved self-stressing beam structure stronger. At the same time, it avoids the problem that the traditional T-beam wet joint is prone to appear transverse temperature cracks after pouring and is prone to longitudinal cracking under heavy traffic. It has the characteristics of greater stiffness, better crack resistance, more durability, and higher construction efficiency than the traditional curved beam structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 is a top view structural schematic diagram of the curved self-stressing beam structure of the present invention; Figure 2 is a front view structural schematic diagram of the curved self-stressing beam structure of the present invention; Figure 3 is a structural schematic diagram of the curved self-stressing T-beam in the present invention; Figure 4 is a structural schematic diagram of the curved self-stressing wet joint in the present invention.

[0018] In the figure: 1 is a curved self-stress T beam, 2 is a curved self-stress wet joint, 3 is a curved self-stress beam rib, 4 is a top plate, 5 is a first high-expansion concrete, 6 is a second high-expansion concrete, 7 is a normal concrete, 8 is an inner curved steel plate, 9 is an outer curved steel plate, 10 is a beam rib transverse self-stress bar, 11 is a beam rib longitudinal self-stress bar, 12 is a connecting top plate steel bar, 13 is a top plate transverse structural bar, 14 is a curved self-stress wet joint reserved bar, 15 is a top plate longitudinal structural bar, 16 is a first welding part, 17 is a wet joint transverse self-stress bar, 18 is a wet joint longitudinal self-stress bar, 19 is a second welding part. Detailed implementation manners

[0019] The present invention will be further described below in conjunction with the accompanying drawings and embodiments.

[0020] As Figure 1 and Figure 2 shown, the top view and front view structural schematic diagrams of the curved self-stress beam structure of the present invention are respectively given. The shown curved self-stress beam structure is composed of a plurality of curved self-stress T beams 1 arranged at intervals. Adjacent two curved self-stress T beams 1 are connected by a curved self-stress wet joint 2. The cross-section of the curved self-stress T beam 1 is T-shaped. The curved self-stress T beam is composed of a bottom curved self-stress beam rib 3 and an upper top plate 4. The top plates 4 between adjacent two curved self-stress T beams 1 are connected by a curved self-stress wet joint 2.

[0021] As Figure 3 shown, the structural schematic diagram of the curved self-stress T beam in the present invention is given. The curved self-stress T beam 1 is composed of a curved self-stress beam rib 3 and a top plate 4. The shown curved self-stress beam rib 3 is composed of an inner curved steel plate 8, an outer curved steel plate 9, a beam rib transverse self-stress bar 10, a beam rib longitudinal self-stress bar 11, a connecting top plate steel bar 12 and a first high-expansion concrete 5. The inner curved steel plate 8 and the outer curved steel plate 9 are arranged at intervals, and their curvatures are the same as the curvature of the bridge. The beam rib transverse self-stress bar 10 and the beam rib longitudinal self-stress bar 11 are both located between the inner curved steel plate 8 and the outer curved steel plate 9. The length direction of the beam rib transverse self-stress bar 10 is the same as the width direction of the curved self-stress T beam 1. The two ends of the beam rib transverse self-stress bar 10 are perpendicularly welded to the inner surfaces of the inner curved steel plate 8 and the outer curved steel plate 9.

[0022] The orientation of the longitudinal self-stress bars 11 in the beam rib is the same as that of the inner curved steel plate 8 and the outer curved steel plate 9, that is, they all have the same curvature as the bridge. The longitudinal self-stress bars 11 in the beam rib are arranged in two or three rows up and down at the lower part of the curved self-stress beam rib 3. Since when the curved self-stress T-beam 1 is subjected to the vehicle load above, the curved self-stress T-beam 1 will produce a downward bending deformation. The downward bending deformation of the curved self-stress T-beam 1 will cause the lower part of the curved self-stress beam rib 3 to be in tension. Concrete has great compressive performance but weak tensile ability. Therefore, arranging two or three rows of longitudinal self-stress bars 11 at the bottom of the curved self-stress beam rib 3 can effectively increase the tensile performance of the lower part of the curved self-stress beam rib 3, and further increase the bearing capacity of the entire curved self-stress T-beam 1.

[0023] As shown, the connecting top plate steel bars 12 are arranged vertically, and the lower ends of the connecting top plate steel bars 12 are welded to the inner surfaces of the inner curved steel plate 8 and the outer curved steel plate 9, that is Figure 3 at the first welding part 16 in. The upper parts of the connecting top plate steel bars 12 extend into the top plate 4. The connecting top plate steel bars 12 can be in a U shape. The U-shaped connecting top plate steel bars 12 are welded to the inner curved steel plate 8 and the outer curved steel plate 9 with the opening facing downwards. Both upper and lower rows of top plate transverse structural bars 13 in the top plate pass through the U-shaped connecting top plate steel bars 12, and the upper ends of the U-shaped connecting top plate steel bars 12 are tied and connected to the upper row of top plate transverse structural bars 13.

[0024] During the pouring and solidification process of the first high-expansion concrete 5 between the inner curved steel plate 8 and the outer curved steel plate 9, under the constraint of the longitudinal self-stress bars 11 and the transverse self-stress bars 10 in the beam rib, the curved self-stress beam rib 3 will generate compressive self-stress. In this way, the compressive self-stress possessed inside the curved self-stress beam rib 3 can offset a part of the tensile stress generated by the vehicle load on the upper part of the T-beam, and further increase the bearing capacity of the curved self-stress T-beam 1. Compared with the existing ordinary reinforced concrete curved beam, its bearing capacity is stronger, and it can be used to fabricate bridges with larger spans (such as greater than 30m); compared with the existing prestressed concrete curved beam structure, there is no need for tensioning, and problems such as cracking and prestress attenuation that occur during the tensioning of the existing prestressed concrete curved beam will not occur, and the construction cost is lower.

[0025] The top plate 4 of the shown curve self-stress T-beam 1 is composed of ordinary concrete 7 and transverse structural reinforcement bars 13 and longitudinal structural reinforcement bars 15 of the top plate cast therein. The transverse structural reinforcement bars 13 of the top plate are arranged along the width direction of the curve self-stress T-beam 1, and both ends of the transverse structural reinforcement bars 13 of the top plate extend out of the side surface of the top plate 4. The parts where the transverse structural reinforcement bars 13 of the top plate extend out of the side surface of the top plate 4 form reserved reinforcement bars 14 for the curve self-stress wet joint. The reserved reinforcement bars 14 for the curve self-stress wet joint are used to be connected with the transverse self-stress reinforcement bars 17 in the curve self-stress wet joint 2. After the ordinary concrete 7 is cast, the firm connection between the top plate 4 and the curve self-stress beam rib 3 is realized through the connecting top plate reinforcement bars 12.

[0026] As Figure 4 shown, the structural schematic diagram of the curve self-stress wet joint in the present invention is given. The shown curve self-stress wet joint 2 is composed of second high-expansion concrete 6 and transverse self-stress reinforcement bars 17 and longitudinal self-stress reinforcement bars 18 cast in the second high-expansion concrete 6. The curvature of the longitudinal self-stress reinforcement bars 18 of the wet joint is consistent with the curvature of the bridge. Both ends of the transverse self-stress reinforcement bars 17 of the wet joint are respectively welded to the reserved reinforcement bars 14 for the curve self-stress wet joint on both sides, that is Figure 4 the second welding part 19 in

[0027] During the casting and solidification process of the second high-expansion concrete 6, restricted by the transverse structural reinforcement bars 13 of the top plate, the longitudinal structural reinforcement bars 15 of the top plate and the top plates 4 on both sides, the curve self-stress wet joint 2 generates compressive self-stress in both the longitudinal and transverse directions. The compressive self-stress generated by the curve self-stress wet joint 2 enhances the connection strength between two adjacent curve self-stress T-beams and increases the overall strength of the curve self-stress beam structure.

[0028] Among them, the shown transverse structural reinforcement bars 13 of the top plate, the longitudinal structural reinforcement bars 15 of the top plate, the transverse self-stress reinforcement bars 17 of the wet joint and the longitudinal self-stress reinforcement bars 18 of the wet joint are all arranged in two rows up and down. The upper end of the connecting top plate reinforcement bars 12 is tied and connected with the upper row of transverse structural reinforcement bars of the top plate. The welding length between the connecting top plate reinforcement bars 12 and the inner curved steel plate 8 and the outer curved steel plate 9 is not less than 10 times its radius. The length that the reserved reinforcement bars 14 for the curve self-stress wet joint extend out of the top plate 4 is not less than 15 times its diameter.

[0029] The width of the curve self-stress beam rib 3 is 20 cm to 40 cm, and the height is 20 cm to 100 cm; the width of the top plate 4 is 100 cm to 120 cm, and the thickness is 18 to 25 cm; the thickness of the curve self-stress wet joint 2 is 18 to 25 cm, and the width is 30 to 50 cm. Both the inner curved steel plate 8 and the outer curved steel plate 9 are made of Q345C low-alloy steel plates with a thickness of 12 mm to 20 cm. The machining error of the curved surfaces of the inner curved steel plate 8 and the outer curved steel plate 9 is controlled within ±3 mm / m. An anti-rust coating is applied on the outer surfaces of the inner curved steel plate 8 and the outer curved steel plate.

[0030] The transverse self-stressing bars 10 of the beam rib are made of steel bars with a diameter of 16 mm to 22 mm and a model of HRB335. The longitudinal spacing of the transverse self-stressing bars 10 of the beam rib is 15 cm to 30 cm. The longitudinal self-stressing bars 10 of the beam rib are made of steel bars with a diameter of 16 mm to 25 mm and a model of HRB400. The connecting top plate steel bars 12 are made of steel bars with a diameter of 14 mm to 16 mm and a model of HRB335. The longitudinal spacing of the connecting top plate steel bars 12 is 15 cm to 30 cm.

[0031] The diameter of the transverse structural bars 13 of the top plate is 12 mm to 16 mm, and the longitudinal spacing of the transverse structural bars 13 of the top plate is 10 cm to 12 cm. The diameter of the longitudinal structural bars 15 of the top plate is 14 mm to 16 mm, and the transverse spacing of the longitudinal structural bars of the top plate is 10 cm to 12 cm. The diameter of the transverse self-stressing bars 17 of the wet joint shown is 12 mm to 16 mm, and the longitudinal spacing of the transverse self-stressing bars 17 of the wet joint is 10 cm to 20 cm. The diameter of the longitudinal self-stressing bars 18 of the wet joint is 12 mm to 16 mm, and the transverse spacing of the longitudinal self-stressing bars 18 of the wet joint is 15 cm to 25 cm. The transverse self-stressing bars 17 of the wet joint and the longitudinal self-stressing bars 18 of the wet joint form a grid structure.

[0032] The grade of the ordinary concrete 7 is C40 - C50, and the grades of the first high-expansion concrete 5 and the second high-expansion concrete 6 are C40 - C50; the restricted expansion rate of the first high-expansion concrete 5 is 0.05% - 0.06%, and the restricted expansion rate of the second high-expansion concrete 6 is 0.04% - 0.05%.

[0033] The construction method of the curved self-stressing beam structure of the present invention is realized through the following steps: a). Processing the inner and outer curved steel plate segments; cutting the inner and outer curved steel plates constituting the beam rib of the curved self-stressing beam according to the bridge design curve parameters in segments, and using a three-dimensional numerical control bending machine to process the steel plates into continuous curved surfaces; b). Welding the steel plates; welding the segmented inner and outer curved steel plates on the jig to form the inner curved steel plate and the outer curved steel plate; c). Fixing the steel plates; fixing the welded inner curved steel plate and outer curved steel plate, keeping the spacing error ≤ 5 mm, and welding the transverse self-stressing bars of the beam rib every 20 cm to 30 cm along the inner surface of the inner curved steel plate and the outer curved steel plate; d). Binding and pouring the rib plates; binding two or three layers of longitudinal self-stressing bars of the beam rib on the transverse self-stressing bars at the bottom, welding the connecting top plate steel bars on the inner and outer curved steel plates, the longitudinal self-stressing bars of the beam rib and the transverse self-stressing bars of the beam rib form a three-dimensional framework, pouring the first high-expansion concrete, and curing with water for 7 days; e). Roof slab binding and pouring: Bind the transverse structural bars and longitudinal structural bars of the roof slab at the top of the rib slab. The extended parts of the transverse structural bars of the roof slab form the reserved bars for the curve self-stress wet joint, and then pour ordinary concrete to form the roof slab, and cure for 7 days. f). Hoisting of T-beams: Use a trailer to transport the cured curve self-stress T-beams to the site, and then install multiple curve self-stress T-beams through the hoisting system according to the preset curvature radius of the bridge. g). Binding of wet joints: Bind the transverse self-stress bars and longitudinal self-stress bars of the joint at the joint of adjacent curve self-stress T-beams. h). Pouring of wet joints: Set a fixed formwork under the joint of two adjacent curve self-stress T-beams. The fixed formwork is fixed on the support crossbar above the curve self-stress T-beam by screws, and pour the second high-expansion concrete, and cure with water for 7 days to form the beam structure.

[0034] It can be seen that in the construction method of the curve self-stress beam structure of the present invention, the curve self-stress T-beam 1 is manufactured by the method of factory prefabrication. After the manufactured curve self-stress T-beam 1 is transported to the site, it is hoisted. After the hoisting is completed, the curve self-stress wet joint is poured. During the pouring process of the curve self-stress wet joint 2, the fixed formwork at the bottom is fixed on the support crossbar above the curve self-stress T-beam 1 by screws. It can be seen that the construction of the entire curve self-stress beam does not require the erection of a support, and thus there will be no accidents of support overturning and collapse.

Claims

1. A curved self-stressing beam structure, comprising a plurality of curved self-stressing T-beams (1) arranged at intervals, wherein adjacent curved self-stressing T-beams are connected via curved self-stressing wet joints (2), wherein the curved self-stressing T-beams are composed of curved self-stressing beam ribs (3) and a top plate (4), wherein the top plate is composed of ordinary concrete (7) and top plate transverse structural ribs (13) and top plate longitudinal structural ribs (15) cast in the ordinary concrete; wherein: The curved self-stressed beam rib is composed of an inner curved steel plate (8), an outer curved steel plate (9), a beam rib transverse self-stressed rib (10), a beam rib longitudinal self-stressed rib (11), a connecting top plate steel bar (12), and a first high expansion concrete (5); the inner curved steel plate and the outer curved steel plate are arranged at intervals and their curvatures are the same as the curvature of the bridge; the two ends of the beam rib transverse self-stressed rib are vertically welded to the inner surfaces of the inner curved steel plate and the outer curved steel plate; the beam rib longitudinal self-stressed rib is arranged at the lower part of the curved self-stressed T beam; the connecting top plate steel bar is vertically arranged, the lower end of the connecting top plate steel bar is welded to the inner surfaces of the inner curved steel plate and the outer curved steel plate, and the upper part of the connecting top plate steel bar extends into the top plate; The curvature of the longitudinal structural reinforcement of the top plate in the top plate is the same as the curvature of the bridge, and the transverse structural reinforcement of the top plate extends out of the outer side surface of the top plate. The portion where the transverse structural reinforcement of the top plate extends out of the outer side surface of the top plate forms a curved self-stressed wet joint reserved reinforcement (14).

2. The curved self-stressed beam structure according to claim 1, characterized in that: The curved self-stressed wet joint (2) is composed of a second high expansion concrete (6) and wet joint transverse self-stressed tendons (17) and wet joint longitudinal self-stressed tendons (18) cast in the second high expansion concrete. The curvature of the wet joint longitudinal self-stressed tendons is the same as the curvature of the bridge. Both ends of the wet joint transverse self-stressed tendons are welded to the curved self-stressed wet joint reserved tendons (14) on the top plates (4) of the curved self-stressed T-beams (1) on both sides.

3. The curved self-stressed beam structure according to claim 1 or 2, characterized in that: The beam rib longitudinal self-stressing tendons (11) are arranged in double or triple rows, and the beam rib longitudinal self-stressing tendons are tied and connected with the beam rib transverse self-stressing tendons (10); the connecting top plate steel bars (12) are U-shaped, and the U-shaped connecting top plate steel bars are welded to the inner curved steel plate (8) and the outer curved steel plate (9) in a downwardly facing form, and the top plate transverse structural tendons (13) pass through the U-shaped connecting top plate steel bars.

4. The curved self-stressed beam structure according to claim 2, characterized in that: The top plate transverse structural reinforcement (13), the top plate longitudinal structural reinforcement (15), the wet joint transverse self-stress reinforcement (17) and the wet joint longitudinal self-stress reinforcement (18) are all arranged in two rows, upper and lower, and are connected by binding the upper ends of the top plate steel bars (12) with the top plate transverse structural reinforcement in the upper row.

5. The curved self-stressed beam structure according to claim 1 or 2, characterized in that: The cross section of the curved self-stress beam rib (3) is rectangular, the width of the curved self-stress beam rib is 20 cm to 40 cm, and the height is 20 cm to 100 cm; the width of the top plate (4) is 100 cm to 120 cm, and the thickness is 18 cm to 25 cm; the thickness of the curved self-stress wet joint is 18 cm to 25 cm, and the width is 30 cm to 50 cm.

6. The curved self-stressed beam structure according to claim 1 or 2, characterized in that: The inner curved steel plate (8) and the outer curved steel plate (9) are both made of Q345C low alloy steel plate with a thickness of 12 mm to 20 cm. The surface processing errors of the inner curved steel plate and the outer curved steel plate are controlled within ±3 mm / m. The outer surfaces of the inner curved steel plate and the outer curved steel plate are coated with an anti-rust coating.

7. The curved self-stressed beam structure according to claim 1 or 2, characterized in that: The beam rib transverse self-stressing tendons (10) are made of steel bars with a diameter of 16 mm to 22 mm and a model of HRB335, the longitudinal spacing of the beam rib transverse self-stressing tendons is 15 cm to 30 cm, and the beam rib longitudinal self-stressing tendons are made of steel bars with a diameter of 16 mm to 25 mm and a model of HRB400; the connecting top plate steel bars (12) are made of steel bars with a diameter of 14 mm to 16 mm and a model of HRB335, the longitudinal spacing of the connecting top plate steel bars is 15 cm to 30 cm, and the welding length of the connecting top plate steel bars to the inner curved steel plate (8) and the outer curved steel plate (9) is not less than 10 times their radius.

8. The curved self-stressed beam structure according to claim 2, characterized in that: The diameter of the top plate transverse structural ribs (13) is 12 mm to 16 mm, the longitudinal spacing of the top plate transverse structural ribs is 10 cm to 12 cm, the diameter of the top plate longitudinal structural ribs (15) is 14 mm to 16 mm, the transverse spacing of the top plate longitudinal structural ribs is 10 cm to 12 cm, and the length of the curved self-stress wet joint reserved ribs (14) extending out of the top plate (4) is not less than 15 times its diameter; The diameter of the wet joint transverse self-stressing tendons (17) is 12 mm to 16 mm, the longitudinal spacing of the wet joint transverse self-stressing tendons is 10 cm to 20 cm, the diameter of the wet joint longitudinal self-stressing tendons (18) is 12 mm to 16 mm, the transverse spacing of the wet joint longitudinal self-stressing tendons is 15 cm to 25 cm, and the wet joint transverse self-stressing tendons and the wet joint longitudinal self-stressing tendons form a grid structure.

9. The curved self-stressed beam structure according to claim 2, characterized in that: The common concrete (7) is graded C40-C50, and the first high expansive concrete (5) and the second high expansive concrete (6) are graded C40-C50; the restricted expansion rate of the first high expansive concrete is 0.05%-0.06%, and the restricted expansion rate of the second high expansive concrete is 0.04%-0.05%.

10. A construction method based on the curved self-stressed beam structure according to claim 1, characterized in that: This is accomplished by following these steps: a). Processing inner and outer curved steel plate segments; cutting the inner and outer curved steel plates constituting the curved self-stressed beam ribs in sections according to the curve parameters of the bridge design, and processing the steel plates into continuous curved surfaces using a three-dimensional CNC plate bending machine; b). Steel plate welding: welding the inner and outer curved steel plates into inner curved steel plates and outer curved steel plates on the tire frame; c). Fix the steel plates: Fix the welded inner curved steel plates and outer curved steel plates, keep the spacing error ≤5mm, and weld the beam rib transverse self-stressing tendons every 20cm~30cm along the inner surfaces of the inner curved steel plates and the outer curved steel plates; d). Rib slab binding and pouring; tie two or three layers of beam rib longitudinal self-stressing bars on the bottom beam rib transverse self-stressing bars, weld and connect the top plate steel bars on the inner and outer curved steel plates, and the beam rib longitudinal self-stressing bars and beam rib transverse self-stressing bars form a three-dimensional skeleton, pour the first high expansion concrete, and water curing for 7 days; e). Top plate binding and pouring: bind the top plate transverse structural reinforcement and top plate longitudinal structural reinforcement on the top of the rib plate, form the curved self-stress wet joint reserved reinforcement at the extended part of the top plate transverse structural reinforcement, then pour ordinary concrete to form the top plate, and maintain for 7 days; f). T-beam hoisting: Use a pallet truck to transport the cured curved self-stressed T-beam to the site, and then use the hoisting system to install multiple curved self-stressed T-beams according to the preset curvature radius of the bridge; g). Wet joint binding; bind the transverse self-stressing reinforcement and the longitudinal self-stressing reinforcement at the joints of adjacent curved self-stressing T-beams; h). Wet joint pouring: Set a fixed formwork below the joint of two adjacent curved self-stressed T-beams, fix the fixed formwork on the supporting crossbar above the curved self-stressed T-beam through screws, pour the second highest expansion concrete, and water-cured for 7 days to form the beam structure.

Images