Concrete combined double-chamber box-shaped section bent steel member and manufacturing method

Abstract

The invention relates to the field of steel member engineering, in particular to a concrete combined double-chamber box-section bent steel member and a manufacturing method.The concrete combined double-chamber box-section bent steel member comprises a bent steel member body, the bent steel member body comprises an inner box chamber and an outer box chamber which are bent towards the same side, and the inner box chamber is arranged on the inner side of the outer box chamber; a plurality of first reinforcing pieces are distributed in a cavity of the inner box chamber at intervals in the length direction of the inner box chamber, the cavity of the inner box chamber is filled with concrete wrapping the first reinforcing pieces, and a plurality of second reinforcing pieces are distributed in a cavity of the outer box chamber at intervals in the length direction of the outer box chamber. According to the method, the stress level of each plate of the box-shaped section bent steel member under the axial pressure effect is optimized, the situation that the member is unstable and damaged due to the fact that inner side plate fibers enter a yielding state too early or are locally bent is avoided, and the axial pressure buckling ultimate load of the box-shaped section bent steel member is increased through the strengthening effect of cooperative bearing of the double-chamber section and concrete combination.

Description

Technical Field

[0001] The present invention relates to the technical field of steel structure engineering, in particular to a concrete composite double-chamber box-section curved steel member and a manufacturing method thereof. Background Art

[0002] With the deep integration of digital construction technology and architectural aesthetics, numerous uniquely shaped and innovative curved buildings are emerging. Traditional structures, which use straight rods to fit curves, often struggle to directly express the architectural aesthetics of spatial curves through structural components. However, the use of curved components provides a practical approach to this goal.

[0003] As the core load-bearing unit for realizing complex curved surface shapes, the bearing performance and stability control of curved steel components have become the key technical bottlenecks restricting architectural innovation design and structural safety. Figure 5 As shown in the figure, the traditional single-chamber design for curved steel members has the following inherent defects under axial compression conditions:

[0004] (1) Asymmetric force and imbalance of material performance:

[0005] The curvature of curved components leads to significant asymmetry in cross-sectional stress distribution. Under the combined effects of axial compression and bending moment, the inner panels first enter the plastic stage or undergo local buckling due to stress concentration, while the outer panels remain in an elastic state. This unbalanced load reduces the overall component's bearing capacity to only 60%-75% of the material's theoretical bearing capacity, resulting in low steel strength utilization.

[0006] (2) Deterioration of stability caused by curvature effect:

[0007] The geometric relationship between curvature radius and cross-sectional dimensions directly influences the buckling mode of a component. The bidirectional curvature of a curved box-shaped component induces coupled buckling, reducing its overall stability coefficient compared to a straight member of the same cross-section. Furthermore, the curved plate's sensitivity to external deformation under normal pressure increases significantly, leading to a significant decrease in its local stability capacity.

[0008] (3) Mismatch between structural form and load-bearing requirements:

[0009] The stiffening rib arrangement principle for symmetrical box sections in current specifications is difficult to adapt to the stress and deformation characteristics of curved members.

[0010] Existing technical improvements, such as the Anti-Local Buckling Stiffener Structure and Design Method (CN 120006835 A), primarily address the local buckling of plate members in box-type straight bars; and a Bending-Torsion Box-Section Component and Manufacturing Process (CN 103056616 A), incorporate stiffening ribs within the box-section to ensure the member's robustness. None of these existing technologies or improvements systematically address the inherent contradiction between stress gradient distribution and structural compatibility in curved components. Particularly in components with significant initial curvature (e.g., >L / 100), these solutions still face technical challenges such as poor axial compressive stability and local buckling of the inner plate.

[0011] Existing improvements, such as the composite square steel tube column and construction method (CN104631707A), increase the bearing capacity of square steel tubes by installing stiffening ribs, studs, and crossbars within the tubes. A square steel tube concrete-filled column with internal X-shaped stiffening ribs (CN222009368U) employs X-shaped stiffening ribs within the tubes and pours self-compacting concrete to mitigate X-shaped buckling failure of the steel plate, improve the bond between the tubes and concrete, and enhance the bearing capacity of the component. These existing technologies and improvements are all targeted at traditional linear components and fail to address the asymmetric forces and material efficiency imbalances in curved components. Summary of the Invention

[0012] The object of the present invention is to provide a concrete composite double-chamber box-section curved steel member and a manufacturing method thereof, so as to solve the problems existing in the background technology.

[0013] In order to solve the above technical problems, the present invention adopts the following solutions:

[0014] A concrete composite double-chamber box-section curved steel member includes a curved steel member body, the curved steel member body includes an inner box chamber and an outer box chamber curved toward the same side, the inner box chamber is arranged inside the outer box chamber, a plurality of first reinforcement members are distributed in the cavity of the inner box chamber at intervals along its length, the cavity of the inner box chamber is filled with concrete wrapping the plurality of first reinforcement members, and a plurality of second reinforcement members are distributed in the cavity of the outer box chamber at intervals along its length.

[0015] In this solution, a number of first reinforcements are spaced apart along the length of the inner chamber. These first reinforcements enhance the structural strength and rigidity of the inner chamber. The inner chamber is filled with concrete that surrounds the first reinforcements. The concrete, with its excellent compressive properties, works in conjunction with the first reinforcements to form a steel-concrete composite structure. The concrete surrounding the reinforcements not only protects them from environmental corrosion but also allows them to better share loads with the concrete. Furthermore, the first reinforcements prevent the concrete from separating from the inner chamber wall, enhancing the bond stability. Furthermore, the first reinforcements prevent slippage between the concrete and the inner chamber wall, enhancing the interoperability of the steel-concrete composite structure.

[0016] Several secondary reinforcements are spaced along the length of the outer chamber. These reinforcements enhance the structural strength and rigidity of the outer chamber, providing additional support and protection for the entire structure. They work in conjunction with the inner chamber to resist external loads and deformation. They also effectively suppress localized buckling of the outer chamber panels.

[0017] Optimize the stress level of each plate in the box-section curved steel member under axial compression to avoid premature yielding or local buckling of the inner plate fibers, which may cause instability and failure of the member. Through the strengthening effect of the synergistic load-bearing of the double-chamber section + concrete combination, the axial compression buckling limit load of the box-section curved steel member is increased by more than 70%.

[0018] Optionally, the first reinforcement member includes a first bolt and a second bolt, one end of the first bolt is connected to the flange plate on one side of the inner box chamber, and one end of the second bolt is connected to the flange plate on the other side of the inner box chamber.

[0019] Optionally, a plurality of the first pegs and the second pegs are spaced apart along the length and width directions of the inner box chamber, the first pegs and the second pegs are staggered, the first pegs are spaced apart from the opposite flange plates, and the second pegs are spaced apart from the opposite flange plates.

[0020] Optionally, in the width direction of the inner box chamber, the distance between any two adjacent first pegs is the same, which is 4 times the diameter of the first pegs, and the distance between any two adjacent second pegs is the same, which is 4 times the diameter of the second pegs.

[0021] Optionally, a third bolt is further included. Several third bolts are spaced apart along the length direction of the inner box chamber. The third bolts are distributed on the inner walls of the two opposite webs of the inner box chamber. There is a gap between the opposite ends of the third bolts on the two webs, and the gap is no more than 150 mm. The third bolt is located between the first bolt and the second bolt.

[0022] Optionally, the cross-sectional length of the inner chamber is smaller than the cross-sectional length of the outer chamber.

[0023] Optionally, the middle section of the curved steel member is a plastic reinforced zone, the two sides of the plastic reinforced zone are non-reinforced zones, the node reinforced zones outside the non-reinforced zone, and the spacing of the first reinforcement members in the non-reinforced zone along the length direction of the inner box chamber is twice the spacing of the first reinforcement members in the reinforced zone along the length direction of the inner box chamber.

[0024] Optionally, the second reinforcement member is a reinforcement plate, the left end, the right end and the lower end of the reinforcement plate are respectively connected to the inner wall of the cavity, and there is a distance between the upper end of the reinforcement plate and the inner wall of the cavity.

[0025] Optionally, the concrete fills the entire cavity of the inner box chamber, and the strength of the concrete after solidification is 0.15-0.3 times the yield strength of steel.

[0026] A method for manufacturing a concrete composite double-chamber box-section curved steel member comprises the following steps:

[0027] S1: Obtain steel materials constituting curved steel members according to size;

[0028] S2: Weld the inner box into a U shape according to the corresponding steel material. Weld the first and third studs to the bottom flange plate and the inner wall of the web on both sides of the inner box.

[0029] S3: Weld a U-shaped outer box chamber using the corresponding steel materials, weld a reinforcement plate inside the outer box chamber, and weld the left, right, and lower ends of the reinforcement plate to the inner wall of the outer box chamber; and weld a second bolt to the outer wall of the flange plate at the lower end of the outer box chamber;

[0030] S4: After the three sides of the reinforcement plate are welded, the flange plate on the top of the outer box is welded. There is a gap between the top flange plate and the upper end of the reinforcement plate.

[0031] S5: Welding the web of the inner box chamber to the web of the outer box chamber to form a curved steel member;

[0032] S6: A grouting hole is opened on the flange plate at the bottom of the inner box chamber, and concrete is injected into the cavity of the inner box chamber. After the grouting is completed, the grouting hole is closed.

[0033] The present invention has the beneficial effects:

[0034] The inner chamber cavity is filled with a number of first reinforcements spaced along its length, enhancing the structural strength and rigidity of the inner chamber. The inner chamber cavity is filled with concrete that surrounds the first reinforcements. The concrete, with its excellent compressive properties, works in conjunction with the first reinforcements to form a steel-concrete composite structure. The concrete surrounding the reinforcements not only protects them from environmental corrosion but also allows them to better share loads with the concrete. Furthermore, the first reinforcements prevent the concrete from separating from the inner chamber wall, enhancing the bond stability. Furthermore, the first reinforcements prevent slippage between the concrete and the inner chamber wall, enhancing the interoperability of the steel-concrete composite structure.

[0035] Several secondary reinforcements are spaced along the length of the outer chamber. These reinforcements enhance the structural strength and rigidity of the outer chamber, providing additional support and protection for the entire structure. They work in conjunction with the inner chamber to resist external loads and deformation. They also effectively suppress localized buckling of the outer chamber panels.

[0036] Optimize the stress level of each plate in the box-section curved steel member under axial compression to avoid premature yielding or local buckling of the inner plate fibers, which may cause instability and failure of the member. Through the strengthening effect of the synergistic load-bearing of the double-chamber section + concrete combination, the axial compression buckling limit load of the box-section curved steel member is increased by more than 70%. BRIEF DESCRIPTION OF THE DRAWINGS

[0037] Figure 1 It is a structural diagram of the present invention;

[0038] Figure 2 is a cross-sectional distribution diagram of the first bolt and the second bolt in the inner box chamber;

[0039] Figure 3 is the cross-sectional distribution diagram of the third bolt in the inner box chamber;

[0040] Figure 4 is a planar distribution diagram of the first and second pegs;

[0041] Figure 5 The cross-section of the existing single-chamber curved steel member is shown;

[0042] Figure 6 The figure is a comparison curve of the axial compression buckling limit load of the single box chamber of the present invention and the existing one.

[0043] Reference numerals: 1 - outer box chamber, 2 - inner box chamber, 3 - first bolt, 4 - second bolt, 5 - reinforcement plate, 6 - concrete, 7 - third bolt. DETAILED DESCRIPTION

[0044] The present invention will be further described in detail below with reference to the embodiments and the accompanying drawings, but the embodiments of the present invention are not limited thereto.

[0045] In the description of the present invention, it should be noted that the terms "center", "up", "down", "left", "right", "vertical", "longitudinal", "lateral", "horizontal", "inside", "outside", "front", "back", "top", "bottom", etc., indicating the orientation or position relationship, are based on the orientation or position relationship shown in the accompanying drawings, or are the orientation or position relationship in which the inventive product is usually placed when used. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation to the present invention.

[0046] In the description of the present invention, it should also be noted that, unless otherwise expressly specified or limited, the terms "disposed," "having," "installed," "connected," and "connected" should be understood in a broad sense. For example, they may refer to fixed connections, detachable connections, or integral connections; mechanical connections or electrical connections; direct connections or indirect connections through an intermediate medium; and internal connections between two components. Those skilled in the art will understand the specific meanings of the above terms in the present invention in specific contexts.

[0047] Example

[0048] A concrete composite double-chamber box-section curved steel member includes a curved steel member body, which includes an inner box chamber 2 and an outer box chamber 1 curved to the same side, the inner box chamber 2 is arranged on the inner side of the outer box chamber 1, and a plurality of first reinforcements are distributed in the cavity of the inner box chamber 2 at intervals along its length direction. The cavity of the inner box chamber 2 is filled with concrete 6 that wraps the plurality of first reinforcements, and a plurality of second reinforcements are distributed in the cavity of the outer box chamber 1 at intervals along its length direction.

[0049] In this embodiment, Figure 1 As shown, the inner chamber 2 is welded to the inside of the outer chamber 1. Both the inner chamber 2 and the outer chamber 1 have cavities within them, forming a curved steel structure with a double-chamber cross-section. Several first reinforcements are spaced along the length of the inner chamber 2's cavity. These first reinforcements enhance the structural strength and rigidity of the inner chamber 2. The cavity of the inner chamber 2 is filled with concrete 6, which encases the first reinforcements. Concrete 6 has excellent compressive properties and works in conjunction with the first reinforcements to form a steel-concrete 6 composite structure. The concrete 6 encases the reinforcements, allowing them to better share loads. The first reinforcements also prevent the concrete 6 from separating from the inner wall of the inner chamber 2, enhancing the stability of the bond. Furthermore, the first reinforcements prevent slippage between the concrete and the inner wall, enhancing the interoperability of the steel-concrete composite structure.

[0050] Several secondary reinforcements are spaced along the length of outer chamber 1. These reinforcements enhance the structural strength and rigidity of outer chamber 1, providing additional support and protection for the entire structure. They work in conjunction with inner chamber 2 to resist external loads and deformation. They also effectively suppress localized buckling of the outer chamber panels.

[0051] like Figure 6 As shown in the figure, the stress level of each plate of the box-section curved steel member under axial compression is optimized to avoid premature yielding or local buckling of the fibers of the inner plate, which may cause instability and failure of the member. Through the strengthening effect of the synergistic load-bearing of the double-chamber section + concrete 6 combination, the axial compression buckling limit load of the box-section curved steel member is increased by more than 70%.

[0052] Furthermore, the first reinforcement member includes a first bolt 3 and a second bolt 4, one end of the first bolt 3 is connected to the flange plate on one side of the inner box chamber 2, and one end of the second bolt 4 is connected to the flange plate on the other side of the inner box chamber 2.

[0053] Specifically, such as Figure 2 As shown, after the inner box chamber 2 and the outer box chamber 1 are welded, a rectangular cavity is formed. The left and right sides of the outer box chamber 1 and the inner box chamber 2 are webs, and the upper and lower sides are flange plates. The flange plate on the lower side of the outer box chamber 1 and the flange plate on the upper side of the inner box chamber 2 are the same plate. The yield strength of the first stud 3 and the second stud 4 is greater than or equal to 400 MPa. The first stud 3 is below the second stud 4. The lower end of the first stud 3 is welded to the inner wall of the flange plate on the lower side of the inner box chamber 2, and the upper end of the second stud 4 is welded to the inner wall of the flange plate on the upper side of the inner box chamber 2. The head of the first stud 3 faces upward and the head of the second stud 4 faces downward. This can play a tensile role on the concrete 6, prevent the concrete 6 from detaching and slipping from the inner wall of the inner box chamber 2, improve the firmness of the adhesion, and thereby improve the overall axial compressive buckling limit load of the curved steel member.

[0054] Furthermore, a plurality of the first bolts 3 and the second bolts 4 are distributed at intervals along the length and width directions of the inner box chamber 2, the first bolts 3 and the second bolts 4 are staggered, the first bolts 3 and the opposite flange plates have a distance therebetween, and the second bolts 4 and the opposite flange plates have a distance therebetween.

[0055] Specifically, such as Figure 2 and Figure 4As shown, a plurality of first pegs 3 are evenly spaced along the length direction (axial direction) of the inner chamber 2, and a plurality of first pegs 3 are evenly spaced along the width direction of the inner chamber 2. The second pegs 4 are distributed in the same manner, but are offset relative to the first pegs 3. A spacing of one is defined between the head of the first peg 3 and the flange plate on the upper side of the inner chamber 2, and a spacing of two is defined between the head of the second peg 4 and the flange plate on the lower side of the inner chamber 2. The first peg 3 and the second peg 4 are identical, including material and size. The spacing of one and the spacing of two are the same, both being max(50 mm, 2d), where d is the diameter of the peg in mm.

[0056] Furthermore, in the width direction of the inner chamber 2 , the distance between any two adjacent first pegs 3 is the same, which is 4 times the diameter of the first peg 3 , and the distance between any two adjacent second pegs 4 is the same, which is 4 times the diameter of the second peg 4 .

[0057] Furthermore, it includes a third bolt 7, which is distributed at intervals along the length direction of the inner box chamber 2. The third bolts 7 are distributed on the inner walls of the two opposite webs of the inner box chamber 2. There is a gap between the opposite ends of the third bolts 7 on the two webs, and the gap is not greater than 150 mm. The third bolt 7 is located between the first bolt 3 and the second bolt 4.

[0058] Specifically, such as Figure 3 As shown, third bolts 7 are provided on the inner walls of the webs on both sides of the inner chamber 2 only when the cross-sectional length of the inner chamber 2 is greater than 200 mm. The spacing between two opposing third bolts 7 is not greater than 150 mm, that is, less than or equal to 150 mm. Along the length direction of the inner chamber 2, the spacing between two adjacent third bolts 7 is the same as the spacing between two adjacent first bolts 3 and the spacing between two adjacent second bolts 4.

[0059] Furthermore, the cross-sectional length of the inner chamber 2 is smaller than the cross-sectional length of the outer chamber 1 .

[0060] Specifically, the height of the inner chamber 2 can be calculated using the following formula:

[0061]

[0062] Where R is the radius of curvature of the member axis (unit: m), H is the total cross-sectional height of the curved steel member (unit: mm), and Hn is the cross-sectional height of the inner chamber (unit: mm). At the same time, Hn,min=max(0.20H, 250) and Hn,max=min(0.50H, 0.3R+120) must also be satisfied.

[0063] Furthermore, the middle section of the curved steel member is a plastically reinforced zone, the two sides of the plastically reinforced zone are non-reinforced zones, the node outside the non-reinforced zone is a reinforced zone, and the spacing of the first reinforcement members in the non-reinforced zone along the length direction of the inner box chamber 2 is twice the spacing of the first reinforcement members in the reinforced zone along the length direction of the inner box chamber 2.

[0064] Specifically, such as Figure 1 As shown, the inner steel plate of the section with the largest cross-section deviation from the axial force centerline is the first to enter the plastic state under the action of axial compression. In order to prevent the plastic state of this section from developing too quickly outward and to improve the stable ultimate bearing capacity of the component, this section is set as the plastic reinforcement zone. The section length is L*20% of the length of the curved steel component (and ≥2H, H is the total height of the interface of the curved steel component). The first reinforcement of the inner box chamber 2 and the second reinforcement of the outer box chamber 1 in this section are reinforced; the end of the component close to the node area can be called the node reinforcement zone, and the section length is L*15% of the component length (and ≥1.5H). The first reinforcement of the inner box chamber 2 and the second reinforcement of the outer box chamber 1 in this section are reinforced; other areas except the plastic reinforcement zone and the node reinforcement zone can be called non-reinforced areas.

[0065] In the densified area, the spacing between the first bolt 3 and the second bolt 4 along the axial direction of the inner chamber 2 is:

[0066]

[0067] in is the stud density, which is expressed as follows:

[0068]

[0069] in, : Stud density (pcs / m 2 )

[0070] : The base density is , f ck is the concrete strength, unit MPa

[0071] R is the curvature radius of the curved steel member (m)

[0072] tanh is the hyperbolic tangent function.

[0073] In the non-encrypted area, the distance S between the first bolt 3 and the second bolt 4 along the axial direction of the inner box chamber 2 is L2 =2S L1 .

[0074] Furthermore, the second reinforcement member is a reinforcement plate 5, the left end, the right end and the lower end of the reinforcement plate 5 are connected to the inner wall of the cavity respectively, and there is a distance between the upper end of the reinforcement plate 5 and the inner wall of the cavity, and the distance D is 2.8+2×10-5 R (mm), R is the curvature radius of the curved steel member.

[0075] Specifically, the thickness of the reinforcing plate 5 is calculated using the following formula:

[0076]

[0077] in , is the thickness of the reinforcing plate 5, is the thickness of the web of outer chamber 1, is the adjustment factor related to the curvature radius of the curved member.

[0078] Furthermore, the concrete 6 fills the entire cavity of the inner chamber 2, and the strength of the concrete 6 after solidification is 0.15-0.3 times the yield strength of the steel. Specifically, the components of the inner chamber 2 are all welded steel, and the strength of the concrete 6 after solidification is 0.15-0.3 times the yield strength of the steel constituting the inner chamber 2.

[0079] A method for manufacturing a concrete six-combination double-chamber box-section curved steel member comprises the following steps:

[0080] S1: Obtain steel materials constituting curved steel members according to size;

[0081] S2: Weld the inner box 2 into a U shape according to the corresponding steel material, and weld the first stud 3 and the third stud 7 to the bottom flange plate and the inner wall of the web on both sides of the inner box 2;

[0082] S3: Weld the corresponding steel material into a U-shaped outer box chamber 1, weld a reinforcing plate 5 inside the outer box chamber 1, and weld the left, right, and lower ends of the reinforcing plate 5 to the inner wall of the outer box chamber 1; and weld a second bolt 4 to the outer wall of the flange plate at the lower end of the outer box chamber 1;

[0083] S4: After the three sides of the reinforcing plate 5 are welded, the flange plate on the top of the outer box chamber 1 is welded. There is a distance between the top flange plate and the upper end of the reinforcing plate 5. The distance D is 2.8+2×10 -5 R (mm), R is the curvature radius of the curved steel member;

[0084] S5: Welding the web of the inner chamber 2 to the web of the outer chamber 1 to form a curved steel member;

[0085] S6: A grouting hole is opened on the flange plate at the bottom of the inner box chamber 2, and concrete 6 is injected into the cavity of the inner box chamber 2. After the grouting is completed, the grouting hole is closed.

[0086] In this embodiment, steel is cut according to the size and shape of the curved component to obtain steel suitable for the inner chamber 2 and outer chamber 1. This can be precisely produced using a CNC machine tool, model ESAB X8, with a cutting gap of 0.3mm and a cutting error of ±0.5mm. Before welding, the steel requires pretreatment and is leveled using an MJQ-3600 flattening machine at a rolling speed of 3m / min and a pressure of 18MPa. The steel's unevenness is required to be less than or equal to 1mm / m². It is then treated using a Q326 shot blasting machine with a 1.2mm diameter shot and a travel speed of 2m / min to achieve Sa2.5 cleanliness. The steel is then subjected to test bending, with 300mm specimens used to verify springback. Axial pressure is applied three times: 30% of the axial pressure is applied first, 70% second, and 100% third. The curvature of the steel is scanned by laser each time pressure is applied.

[0087] After the steel process is completed, the inner box chamber 2 is welded according to the corresponding steel position, first welded into a U shape, and the first stud 3 and the third stud 7 are welded to the bottom flange plate and the inner wall of the web plate on both sides of the inner box chamber 2; according to the corresponding steel, a U-shaped outer box chamber 1 is welded, and a reinforcing plate 5 is welded inside the outer box chamber 1. The left end, right end and lower end of the reinforcing plate 5 are welded to the inner wall of the outer box chamber 1; and a second stud 4 is welded to the outer wall of the flange plate at the lower end of the outer box chamber 1; after the three sides of the reinforcing plate 5 are welded, the flange plate at the top of the outer box chamber 1 is welded. There is a spacing D between the top flange plate and the upper end of the reinforcing plate 5 of 2.8+2×10 -5 R (mm), R is the curvature radius of the curved steel member;

[0088] The conventional construction sequence for a box-section member with a transverse stiffener 5 is: ① Assemble and weld one flange and two webs of the box section → ② Weld the three edges of the transverse stiffener 5 → ③ Assemble and weld the remaining flange of the box section → ④ Drill a hole in the web and weld the remaining edge of the transverse stiffener using a conical electroslag welding nozzle. This has the following disadvantages: ① The welding workload is large and the cost is high; ② Due to the high heat input of conical electroslag welding, the welding process results in large residual deformation and high residual stress; ③ The final weld of the stiffener 5 is difficult to inspect, making quality control challenging. The present invention adopts a three-side welding method with a one-side disconnected and isolated reinforcing plate 5, which reduces the number of electroslag welding nozzles compared to the existing technology. Since the peak residual stress of electroslag welding nozzles reaches 0.6fy and the fatigue life is only 1.2 million times, the present invention eliminates electroslag welding nozzles, thereby enhancing the fatigue life, reducing the peak residual stress of welding, and reducing the welding cost. The webs on both sides of the inner box chamber 2 are then welded to the webs on both sides of the outer box chamber 1 to form a curved steel member. Finally, grouting holes are opened on the flange plate at the bottom of the inner box chamber 2, and concrete 6 is injected into the cavity of the inner box chamber 2, which is then vibrated. After the pouring is completed, the concrete is cured and maintained, and finally the grouting holes are closed. When pouring concrete, the following table parameters are used:

[0089] Component Type Pumping speed (m / h) Pressure (MPa) Vibration frequency (Hz) Small curvature (R<30m) 12-15 0.25-0.28 120-130 Medium curvature (30≤R<50) 10-12 0.22-0.25 100-110 Large curvature (R≥50) 8-10 0.20-0.22 80-90

[0090] The above description is merely a preferred embodiment of the present invention and does not constitute any form of limitation to the present invention. Based on the technical essence of the present invention and within the spirit and principles of the present invention, any simple modification, equivalent replacement and improvement of the above embodiment shall still fall within the scope of protection of the technical solution of the present invention.

Claims

1. A concrete composite double-chamber box-section curved steel member, characterized in that: The invention comprises a curved steel member body, wherein the curved steel member body comprises an inner box chamber (2) and an outer box chamber (1) which are curved toward the same side, wherein the inner box chamber (2) is arranged inside the outer box chamber (1), wherein a plurality of first reinforcement members are distributed at intervals in the cavity of the inner box chamber (2) along its length direction, wherein the cavity of the inner box chamber (2) is filled with concrete (6) which wraps the plurality of first reinforcement members, and wherein a plurality of second reinforcement members are distributed at intervals in the cavity of the outer box chamber (1) along its length direction.

2. A concrete composite double-chamber box-section curved steel member according to claim 1, characterized in that: The first reinforcement member comprises a first bolt (3) and a second bolt (4), one end of the first bolt (3) is connected to the flange plate on one side of the inner box chamber (2), and one end of the second bolt (4) is connected to the flange plate on the other side of the inner box chamber (2).

3. A concrete composite double-chamber box-section curved steel member according to claim 2, characterized in that: A plurality of the first bolts (3) and the second bolts (4) are distributed at intervals along the length direction and the width direction of the inner box chamber (2). The first bolts (3) and the second bolts (4) are distributed in an alternating manner. The first bolts (3) and the opposite flange plates have a spacing therebetween, and the second bolts (4) and the opposite flange plates have a spacing therebetween.

4. The concrete composite double-chamber box-section curved steel member according to claim 2, characterized in that: In the width direction of the inner box chamber (2), the spacing between any two adjacent first bolts (3) is the same, which is 4 times the diameter of the first bolt (3), and the spacing between any two adjacent second bolts (4) is the same, which is 4 times the diameter of the second bolt (4).

5. The concrete composite double-chamber box-section curved steel member according to claim 2, characterized in that: The invention also includes a third bolt (7), which is distributed at intervals along the length direction of the inner box chamber (2). The third bolts (7) are distributed on the inner walls of the two opposite webs of the inner box chamber (2). The opposite ends of the third bolts (7) on the two webs have a gap, which is no more than 150 mm. The third bolt (7) is located between the first bolt (3) and the second bolt (4).

6. The concrete composite double-chamber box-section curved steel member according to claim 1, characterized in that: The cross-sectional length of the inner box chamber (2) is smaller than the cross-sectional length of the outer box chamber (1).

7. The concrete composite double-chamber box-section curved steel member according to claim 1, characterized in that: The middle section of the curved steel member is a plastic densification zone, both sides of the plastic densification zone are non-densification zones, and the node densification zones are located outside the non-densification zones. The spacing of the first reinforcement members in the non-densification zones along the length direction of the inner box chamber (2) is twice the spacing of the first reinforcement members in the densification zones along the length direction of the inner box chamber (2).

8. The concrete composite double-chamber box-section curved steel member according to claim 1, characterized in that: The second reinforcement member is a reinforcement plate (5), the left end, the right end and the lower end of the reinforcement plate (5) are respectively connected to the inner wall of the cavity, and there is a distance between the upper end of the reinforcement plate (5) and the inner wall of the cavity.

9. The concrete composite double-chamber box-section curved steel member according to claim 1, characterized in that: The concrete (6) fills the entire cavity of the inner box chamber (2), and the strength of the concrete (6) after solidification is 0.15-0.3 times the yield strength of steel.

10. A method for manufacturing a concrete composite double-chamber box-section curved steel member according to any one of claims 1 to 9, characterized in that: The following steps are involved: S1: Obtain steel materials constituting curved steel members according to size; S2: Weld the inner box chamber (2) according to the corresponding steel material, first weld it into a U shape, and weld the first bolt (3) and the third bolt (7) to the bottom flange plate and the inner wall of the web on both sides of the inner box chamber (2); S3: Welding a U-shaped outer box chamber (1) according to the corresponding steel material, welding a reinforcing plate (5) inside the outer box chamber (1), and welding the left end, right end, and lower end of the reinforcing plate (5) to the inner wall of the outer box chamber (1); and welding a second bolt (4) to the outer wall of the flange plate at the lower end of the outer box chamber (1); S4: After the three sides of the reinforcing plate (5) are welded, the flange plate on the top of the outer box chamber (1) is welded, and a gap is provided between the top flange plate and the upper end of the reinforcing plate (5); S5: Welding the web of the inner box chamber (2) and the web of the outer box chamber (1) to form a curved steel member; S6: A grouting hole is opened on the flange plate at the bottom of the inner box chamber (2), and concrete (6) is injected into the cavity of the inner box chamber (2). After the grouting is completed, the grouting hole is closed.

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