Cable-stayed buckling construction method for arch bridge and temporary closure device

Abstract

The invention relates to the technical field of arch bridge construction, in particular to a cable-stayed buckling construction method for an arch bridge and a temporary closure device. The method comprises the following steps that all arch rib sections of an arch ring are sequentially installed to an arch crown from arch feet one by one through cable hoisting and cable-stayed buckling hanging, and the position, between the two arch crown sections, of the arch ring is in a disconnected state; the two arch crown sections are closed in a hinged mode; the stay cable at the 1 / 4 span position of the arch ring is dismantled; the two arch crown sections are fixedly connected; and the remaining stay cables are dismantled, and construction of the arch ring is completed. According to the method, the two arch crown sections are temporarily hinged and closed firstly, the characteristic that a hinged joint does not transmit bending moment is utilized, then a stay cable at the position of 1 / 4 of the span of the arch ring is removed, then the two arch crown sections are permanently closed, and the purpose that the axial force of the arch ring in cable-stayed buckling construction is close to the construction effect of a support method can be achieved.

Description

Technical Field

[0001] The present invention relates to the technical field of arch bridge construction, and in particular to an oblique-stayed buckle-hanging construction method and a temporary closure device for an arch bridge. Background Art

[0002] The construction of the arch ring of a steel tube concrete arch bridge mainly includes the scaffolding method, the rotation method and the cable lifting and oblique buckle hanging method. Among them, the scaffolding method is not affected by deformation during the construction stage and can accurately control the line shape and stress state. Therefore, the line shape of the completed bridge and the internal force of the arch ring are usually used as the benchmark for evaluating the quality of other construction processes. When the scaffolding method is used for one-time construction, the arch ring is formed in a stress-free state, the load is evenly borne by the scaffolding, and the axial force distribution after the bridge is completed is more in line with the ideal design state. However, since the scaffolding method has high requirements for the construction environment and has disadvantages such as long construction period and high cost, it is generally only suitable for the construction of small and medium-span arch bridges.

[0003] The cable-lift, inclined-stayed, and buckled construction method has become the mainstream construction method for long-span concrete-filled steel tube arch bridges due to its strong environmental adaptability, large lifting capacity, and high construction efficiency. This method uses a high-strength cable system to lift arch rib segments to the designed location. Stay cables are then used to temporarily secure and adjust the elevation of each arch rib segment. Once the arch ring is closed at the crown, the stay cable buckle forces are released in stages to complete the arch ring construction.

[0004] However, since the cable-lifting and inclined-stayed buckle-hanging construction method requires multiple tensioning and segment assembly processes, the initial stress differences of each arch rib segment during this process will cause the axial force distribution of the arch ring after the bridge is completed to be significantly different from the axial force distribution of the arch ring after the bridge is completed using the support method. The axial force distribution deviates greatly from the ideal design state, which may have an adverse effect on the durability of the arch ring structure. Summary of the Invention

[0005] The purpose of the present invention is to overcome the shortcomings of the prior art of the traditional cable-lifting and oblique-stayed and buckled construction method, which has the problem that the axial force distribution of the arch ring after the bridge is completed is significantly different from the axial force distribution of the arch ring after the bridge is completed by the support method, and has a large deviation from the axial force distribution under the ideal design state. The present invention provides an oblique-stayed and buckled construction method for arch bridges and a temporary joint closing device.

[0006] In a first aspect, the present invention provides a method for constructing a cable-stayed arch bridge, comprising the following steps: S1: Installing the arch rib segments of the arch ring from the arch foot to the arch crown one by one by cable hoisting and inclined buckling, with the arch ring being disconnected between two arch crown segments; S2: Joining the two vault segments in an articulated manner; S3: Remove the stay cables at the position of 1 / 4 of the arch span; S4: fixedly connecting the two vault segments; S5: Remove the remaining stay cables and complete the construction of the arch ring.

[0007] The present invention provides a method for the construction of an arch bridge using a cable-stayed, buckled structure. First, the arch ring is temporarily joined at the locations of the two arch crown segments of the arch ring using a hinged connection. Next, the stay cables located at a location one-quarter of the arch ring span are removed. Afterward, the two arch crown segments are fixedly connected at the arch crown, and finally, the remaining stay cables are removed, completing the construction of the arch ring. This construction method can achieve an axial force in the arch ring constructed using a cable-stayed, buckled structure that approaches that achieved using a scaffolding method. The core principle is that, in traditional cable-stayed, buckled construction methods, the cable-staying forces generated by the stay cables cause the arch ring segments to experience additional initial stresses in addition to the forces of gravity. In contrast, an arch ring constructed using a scaffolding method experiences only initial stresses due to its own weight. The method of the present application first temporarily hinges the two arch crown segments together at the arch crown. Taking advantage of the characteristic of the hinged joint that does not transmit bending moment, the stay cables located at one-quarter of the arch ring span are then removed. This operation can release the excess restraint force accumulated during the construction phase, prompting the redistribution of the internal force of the arch ring, thereby reducing the initial stress influence of the cable force on each segment of the arch ring other than the effect of gravity, and ultimately achieving the goal of making the axial force of the arch ring of the inclined-stayed and buckled construction close to the construction effect of the bracket method.

[0008] The two vault segments can be joined by articulating them by centrally connecting the upper and lower chords of the two vault segments to a spherical hinge, or by articulating the upper or lower chords of the two vault segments via a local connection structure. The local connection structure can be achieved by welding perforated lugs to the ends of the upper (or lower) chords of the two vault segments, aligning the holes in the lugs and inserting a pin, and achieving articulation through the rotation of the pin. Alternatively, the ends of a connecting rod can be articulated to the upper (or lower chord) tubes of the two vault segments.

[0009] The two arch segments are fixedly connected in two ways: the corresponding upper chord tube or lower chord tube is connected between the two arch segments by using a plurality of circumferentially arranged steel plates, and the steel plates are connected to the arch segments by welding; or the upper chord tube or lower chord tube is wrapped with an arc-shaped steel plate matching the upper chord tube or lower chord tube between the two arch segments, and the arc-shaped steel plate is connected to the arch segments by welding.

[0010] Preferably, in step S2, the upper chord tubes of the two vault segments are hingedly joined, while the lower chord tubes of the two vault segments remain disconnected. In this solution, only the upper chord tubes of the two vault segments are hingedly joined, allowing construction workers to focus solely on the hinged installation of the upper chord tubes. This significantly reduces construction difficulty and operational complexity, improves construction efficiency, and shortens the construction period.

[0011] Preferably, in step S3, when the span of the arch ring is less than or equal to 400 m, the stay cables of the arch rib segment located at 1 / 4 of the span of the arch ring are removed.

[0012] When the span of the arch ring is greater than 400m, the inclined cables of the two adjacent arch rib segments on both sides of the arch rib segment located at 1 / 4 of the arch ring span are removed.

[0013] The structural stress characteristics of arch rings of different spans vary significantly. Arch rings with spans greater than 400m experience more complex structural stresses, with their reliance on the stay cables and the tension they withstand differing from those of arch rings with spans less than or equal to 400m. Determining the removal plan for the stay cables based on the span range allows for more precise adaptation to the structural characteristics of arch rings of varying spans, ensuring that the removal operation better meets actual project requirements.

[0014] Preferably, in step S4, the upper and lower chord tubes of the two vault segments are fixedly connected using a pipe-wrapped welding method. Compared to wrapping several steel plates around the upper or lower chord tube, the pipe-wrapped method can fully wrap and fit the upper or lower chord tube, increasing the contact area of ​​the connection, making the weld more secure and stable, and effectively improving the structural strength and overall stability of the arch ring at the vault. Furthermore, the pipe-wrapped connection method is relatively regular and simple to operate, helping to improve construction efficiency and ensure the consistency and reliability of construction quality.

[0015] Preferably, in step S5, when removing the remaining stay cables, the remaining stay cables are removed symmetrically in the order from the arch top of the arch ring to the arch feet at both ends.

[0016] In the second aspect, the present invention provides a temporary closure device, which is applied to the oblique-stayed and hanging construction method for an arch bridge described in the first aspect, and includes two fixing members and a connecting member, the two fixing members being respectively used to connect to the inside of the steel pipes corresponding to the two arch segments, and the opposite ends of the connecting member are respectively hinged to the two fixing members.

[0017] The present invention provides a temporary closure device, in which the two fixing members provide a connection basis for the connection between the connecting member and the steel pipe. The connecting member serves to connect the steel pipes corresponding to the left and right sides of the two arch segments, and is hingedly connected at the connection position. Based on such structural characteristics, the connecting member adopts a hinged connection method, which cannot effectively transmit bending moment, thereby enabling the two arch segments of the arch to rotate freely within a certain range. The temporary closure device has the characteristics of simple structure, convenient and efficient construction operation, and can quickly realize the hinged closure of the arch ring at the arch position.

[0018] The steel pipe refers to the upper chord pipe or the lower chord pipe of the arch segment.

[0019] The temporary closure device is installed within the cross-sectional area of ​​the upper or lower chords of the two vault segments. Therefore, during the subsequent construction phase of securing the two vault segments, the temporary closure device will not interfere with the securing of the upper or lower chords, and can be retained without removal, thereby improving construction efficiency.

[0020] Preferably, the fixing member includes a vertical plate and two horizontal plates, the upper and lower ends of the vertical plate are respectively used to connect with the inner wall of the steel pipe, the two horizontal plates both pass through the vertical plate, the horizontal plate is connected to the vertical plate at the penetration position, the two ends of the horizontal plate in its penetration direction are respectively used to connect with the inner wall of the steel pipe, and the connecting member is hinged to the vertical plate.

[0021] Taking into account that the size of the steel pipe is usually large in actual applications, in this solution, the main function of the two horizontal plates is to provide horizontal support connection points for the vertical plates, thereby effectively enhancing the connection stability between the fixing parts and the steel pipe.

[0022] The connection between the connecting member and the vertical plate can be welding or bolting.

[0023] Preferably, the vertical plate is provided with an arc-shaped protrusion on the side facing the joint position, and the connecting member includes two connecting plates arranged side by side, and the two connecting plates are respectively located on both sides of the vertical plate. Plate members are provided at both ends of the connecting member, and the plate members are clamped between the two connecting plates. The two sides of the plate members are respectively fixedly connected to the two connecting plates, and a recess adapted to the protrusion is provided on the plate member, and the recess abuts against the protrusion.

[0024] In this solution, the two connecting plates serve as the main body of the connector, bearing the tensile and compressive axial forces. Since the concave portion of the plate matches the convex shape of the vertical plate, and the convexity is arc-shaped, when the concave portion abuts the convexity, the plate can slide along the arc-shaped convexity within a certain range. This design allows the connector and the vertical plate to adapt to relative rotation more smoothly when the temporary joint device is hinged. At the same time, due to the design of the abutment between the concave portion and the convexity, the force borne by the hinge position of the connector and the vertical plate can be effectively dispersed, thereby reducing the shear force on the pins or bolts at this position. Ultimately, it can effectively avoid the sudden failure of the hinge between the connector and the vertical plate, thereby ensuring the stability and reliability of the entire device.

[0025] Preferably, at the location where the connector is hinged to the vertical plate, the vertical plate is provided with a through hole, and the two connecting plates are provided with strip holes; the length direction of the strip hole is consistent with the length direction of the connecting plate. In this solution, the through hole and the strip hole both serve to allow bolts or pins to pass through, thereby achieving a hinged connection between the connector and the vertical plate. Because the actual spacing between the two arch segments may vary, the design of the strip hole allows the position of the hinge point to be flexibly adjusted within a certain range, thereby allowing the temporary closure device to adapt to the different spacing between the upper chord tubes or lower chord tubes between the two arch segments, significantly improving the applicability of the temporary closure device.

[0026] Preferably, the outer sides of the two connecting plates are provided with long strips of ribs, the length direction of the ribs being consistent with the length direction of the connecting plates. In this solution, the main function of the ribs is to increase the rigidity of the connecting plates in the lateral direction and reduce the instability of the connecting plates under axial compression.

[0027] Compared with the prior art, the present invention has the following beneficial effects: The present invention provides a method for the construction of a diagonally-stayed arch bridge, which involves temporarily hingedly connecting two arch segments at the arch crown. Taking advantage of the hinged joint's ability to transmit no bending moment, the stay cables are then removed from a quarter of the arch span. This releases excess restraining forces accumulated during construction, redistributing forces within the arch, and reducing the initial stresses exerted by the cable forces on the arch segments beyond those due to gravity. Ultimately, the goal of achieving arch axial forces approaching those achieved by the scaffolding method is achieved with diagonally-stayed, hinged construction. The present invention provides a temporary closure device. By connecting the fixings to the corresponding steel pipes of the arch segments and hingedly connecting the two opposite ends of the connecting member to the two fixings, the device utilizes the inability of hinged connections to effectively transmit bending moments, thereby enabling the two arch segments of the arch to freely rotate within a certain range. The temporary closure device has a simple structure, is convenient and efficient in construction, and can quickly achieve articulated closure of the arch ring at the arch position. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 This is a schematic diagram of the arch bridge construction in Example 1.

[0029] Figure 2 This is a schematic diagram of the first type of arch bridge cable removal in Example 1.

[0030] Figure 3 This is a schematic diagram of the cable removal of the second arch bridge in Example 1.

[0031] Figure 4 for Figure 1 Magnified view of area A.

[0032] Figure 5 This is a front view of the temporary closure device connected to the steel pipe in Example 2.

[0033] Figure 6 This is a top view of the temporary closure device connected to the steel pipe in Example 2.

[0034] Figure 7 This is a right side view of the temporary closure device connected to the steel pipe in Example 2.

[0035] Figure 8 This is a three-dimensional structural diagram of the temporary closure device in Example 2.

[0036] Figure 9 This is a three-dimensional structural diagram of the fixing parts of the temporary closure device in Example 2.

[0037] Figure 10 This is a three-dimensional structural diagram of the connecting parts of the temporary closure device in Example 2.

[0038] Figure 11 This is a schematic plan view of the panels of the temporary closure device in Example 2.

[0039] Figure 12 This is a three-dimensional schematic diagram of the panels of the temporary closure device in Example 2.

[0040] Figure 13 This is a comparison diagram of the vertical displacement of the arch ring after the cable is released in Example 3.

[0041] Figure 14Graph showing the cable tension changes at each construction stage in Example 3.

[0042] Figure 15 Graph showing changes in vertical displacement of arch segments at various construction stages in Example 3.

[0043] Markings in the figure: 1- Cable, 2-stayed cables, 3- Sports car, 4-Arch ring, 401- arch foot segment, 402- arch top segment, 5- Steel pipe, 6-Fixers, 601-vertical board, 6011-protrusion, 6012-through hole, 602-horizontal board, 7-Connecting parts, 701-connecting plate, 7011-strip hole, 7012-rib plate, 8-plates, 801-Concave. DETAILED DESCRIPTION

[0044] The present invention will be further described in detail below with reference to specific embodiments. However, this should not be construed as limiting the scope of the present invention to the following embodiments, as all technologies implemented based on the present invention fall within the scope of the present invention.

[0045] Unless otherwise specified, in the description of the specific embodiments of the present invention, the terms indicating orientation or positional relationships such as "upper," "lower," "left," "right," "center," "inside," and "outside" are based on the orientation or positional relationships shown in the accompanying drawings, or are the orientation or positional relationships in which the invented product / device / apparatus is placed when it is conventionally used. These terms of orientation or positional relationships are merely for the purpose of facilitating the description of the present invention or simplifying the description of the specific embodiments to facilitate a quick understanding of the solutions by technicians, and do not indicate or imply that a particular device / component / element must have a specific orientation or be constructed and operated in a specific positional relationship. Therefore, they should not be construed as limitations on the present invention.

[0046] In addition, the use of terms such as "horizontal," "vertical," "overhanging," "parallel," and "coaxial" does not necessarily require that the corresponding devices / components / elements be absolutely horizontal, vertical, overhanging, parallel, or coaxial. Instead, they may be slightly tilted or have deviations, as long as they do not affect the normal function of the relevant components. For example, "horizontal" simply means that its direction is more horizontal than "vertical," and does not mean that the structure must be completely horizontal, but rather that it can be slightly tilted. "Coaxial" means that the two components are arranged as coaxially as possible, so that they move in a coaxial or approximately coaxial manner when their relative positions change. Alternatively, it can be simplified to mean that the corresponding devices / components / elements are arranged in a "horizontal," "vertical," "overhanging," "parallel," or "coaxial" direction, and can have an error / deviation of ±10% relative to the corresponding direction, more preferably within an error / deviation of ±8%, more preferably within an error / deviation of ±6%, more preferably within an error / deviation of ±5%, and more preferably within an error / deviation of ±4%. For example, the deviation in the "coaxial" direction is controlled within 0.2-1mm, preferably within 0.2-0.5mm. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the solution of the present invention.

[0047] In addition, the expressions “first”, “second”, “third”, etc. in the terms are merely used to distinguish the description of the same or similar components, and should not be understood as emphasizing or implying the relative importance of specific components.

[0048] In addition, in the description of the embodiments of the present invention, "several," "a plurality," and "a number" represent at least two. It can also be any number such as two, three, four, five, six, seven, eight, nine, or even more than nine.

[0049] Furthermore, in the description of the technical solution of the present invention, unless otherwise expressly specified, defined, or limited, the terms "disposed," "installed," "connected," "connected," "provided with," "laid," and "arranged" should be understood broadly. For example, they may refer to fixed connections, detachable connections, or integral connections. They may be welded, riveted, bolted, threaded, or other commonly used connection methods in the art. Such connections may be mechanical, electrical, or communicative; they may be direct, indirect via an intermediate medium, or internally connected between two components.

[0050] Example 1 A method for constructing an oblique-stayed arch bridge comprises the following steps: S1: The arch rib segments of the arch ring 4 are installed one by one from the arch foot to the arch crown by lifting and obliquely fastening the cables 1. The arch ring 4 is in a disconnected state between the two arch crown segments 402. Figure 1 and Figure 4 The specific operation process is as follows: First, the cable 1 is installed on the towers on both sides of the arch bridge erection location, and the two ends of the cable 1 are anchored on the anchors to ensure the stability of the cable 1. Then, the sports car 3 is installed on the cable 1 for subsequent lifting operations.

[0051] The installation work starts simultaneously from the arch foot positions at both ends of the arch ring 4. The arch foot segment 401 at the arch foot position is installed first, and then it is advanced towards the arch top of the arch ring 4. During the process, each arch rib segment is hoisted to the designated installation position using the sports car 3, and then the arch rib segment to be installed is temporarily docked with the adjacent arch rib segment that has been installed. Afterwards, the inclined cable 2 is installed for the arch rib segment, and the tensioning operation is gradually performed. One end of the inclined cable 2 is connected to the arch rib segment, and the other end is fixed to the ground anchor to provide stable support. After the construction of the inclined cable 2 corresponding to the arch rib segment is completed, the temporary connection between the arch rib segment and the adjacent arch rib segment is permanently welded or bolted to ensure the integrity and stability of the structure.

[0052] The disconnected distance between two arch segments 402 may be 0.6 m-1.2 m, and the specific distance may be 0.6 m, 0.8 m, 1 m, or 1.2 m.

[0053] S2: The two vault segments 402 are joined together in an articulated manner.

[0054] S3: Remove the stay cable 2 at the 1 / 4 arch ring 4 span position.

[0055] The span of Arch Ring 4 refers to the straight-line distance between the arch feet at both ends of Arch Ring 4. The "1 / 4 Arch Ring 4 span position" is determined as follows: on the span of Arch Ring 4, measure 1 / 4 of the distance from the arch foot toward the mid-span, and draw a straight line perpendicular to the span direction from this point. The intersection of this line and the axis of Arch Ring 4 is the "1 / 4 Arch Ring 4 span position."

[0056] The specific removal method of the stay cable 2 is: Use tensioning equipment to gradually relax the tension of the inclined cable 2, so that the tension of the inclined cable 2 on the arch ring 4 is gradually reduced. The relaxation process should be slow and even to avoid structural instability caused by sudden changes in tension.

[0057] When the tension of the stay cable 2 is relaxed, the stay cable 2 is cut off near the arch ring 4 using a cutting device.

[0058] After the stay cable 2 is cut, the sports car 3 is used to lift the stay cable 2 to a designated location for storage or processing.

[0059] S4: The two dome segments 402 are fixedly connected.

[0060] S5: Remove the remaining stay cables 2 and complete the construction of the arch ring 4. Before removing the remaining stay cables 2, first complete the installation of the cross-connection device at the arch top.

[0061] In an optional embodiment, in step S2, the upper chord tubes of the two dome segments 402 may be joined together by hinged connection, while the lower chord tubes of the two dome segments 402 remain disconnected.

[0062] In an optional embodiment, in step S3, when the span of the arch ring 4 is less than or equal to 400m, the inclined cable 2 of the arch rib segment located at the 1 / 4 span position of the arch ring 4 can be removed, such as Figure 2 As shown, the dotted line in the figure represents the dismantled inclined cable 2.

[0063] When the span of the arch ring 4 is greater than 400m, the inclined cables 2 of the two adjacent arch rib segments on both sides of the arch rib segment at the 1 / 4 span position of the arch ring 4 can be removed. Figure 3 As shown, the dotted line in the figure represents the dismantled inclined cable 2.

[0064] In an optional implementation, in step S4, the upper chord tubes and the lower chord tubes of the two dome segments 402 may be fixedly connected by tube welding.

[0065] The specific operation is as follows: First, the steel plate is cut to a predetermined size. The length of the steel plate is set to half the circumference of the upper (or lower) chord of the vault segment 402. The width of the steel plate must ensure that the overlap with the outer wall of the upper (or lower) chord on both sides is between 200mm and 500mm. The thickness of the steel plate should be no less than the wall thickness of the connected upper (or lower) chord. Then, a plate rolling machine is used to roll the cut steel plate into a semicircular structure that matches the upper (or lower) chord. The two semicircular steel plates are then joined together at the location where the upper (or lower) chord needs to be fixed. Finally, the edges of the steel plate are welded to the outer wall of the upper (or lower) chord.

[0066] In an optional embodiment, in step S5, when removing the remaining stay cables 2, the remaining stay cables 2 may be removed symmetrically in the order from the arch top of the arch ring 4 to the arch feet at both ends.

[0067] Example 2 like Figures 5 to 12 As shown, a temporary closure device is applied to the inclined-stayed and hanging construction method for an arch bridge described in Example 1. The device includes two fixing members 6 and a connecting member 7.

[0068] The two fixing members 6 are respectively used to be connected to the inside of the steel pipes 5 corresponding to the two arch segments 402 , and the opposite ends of the connecting member 7 are respectively hinged to the two fixing members 6 .

[0069] Specifically, the two fixing members 6 and the connecting member 7 are both made of steel plates, and the connecting member 7 is in a long strip shape.

[0070] In an optional embodiment, the fixing member 6 may include a vertical plate 601 and two horizontal plates 602, the upper and lower ends of the vertical plate 601 are respectively used to connect to the inner wall of the steel pipe 5, the two horizontal plates 602 both pass through the vertical plate 601, the horizontal plate 602 is connected to the vertical plate 601 at the penetration position, the two ends of the horizontal plate 602 in its penetration direction are respectively used to connect to the inner wall of the steel pipe 5, and the connecting member 7 is hinged to the vertical plate 601.

[0071] Specifically, the vertical plate 601 and the two horizontal plates 602 are each 10 mm to 20 mm thick. The vertical plates 601 and horizontal plates 602 are welded to the inner wall of the steel pipe 5. The horizontal plates 602 and vertical plates 601 are also welded to each other. The spacing between the two horizontal plates 602 is 0.25 to 0.4 times the diameter of the steel pipe 5, with specific spacings ranging from 0.25, 0.3, 0.35, or 0.4 times.

[0072] Enlarged corner structures are provided at both upper and lower ends of the vertical plate 601. The function of the enlarged corner structures is to increase the connection area between the vertical plate 601 and the inner wall of the steel pipe 5 to enhance the connection effect.

[0073] In an optional embodiment, a circular arc-shaped protrusion 6011 may be provided on the side of the vertical plate 601 facing the joint position, and the connecting member 7 may include two connecting plates 701 arranged side by side, and the two connecting plates 701 are respectively located on both sides of the vertical plate 601. Plate members 8 are provided at both ends of the connecting member 7, and the plate member 8 is clamped between the two connecting plates 701. The two sides of the plate member 8 are respectively fixedly connected to the two connecting plates 701, and a recess 801 adapted to the protrusion 6011 is provided on the plate member 8, and the recess 801 abuts against the protrusion 6011.

[0074] Specifically, the protrusion 6011 is located between the two horizontal plates 602. The thickness of the plate 8 is consistent with the thickness of the vertical plates 601. The plate 8 is square, and its length is exactly equal to the distance between the two horizontal plates 602. The length of the connecting plate 701 can be 1m-1.6m, the height of the connecting plate 701 can be 20cm-30cm, and the thickness of the connecting plate 701 can be 15mm-30mm.

[0075] In an alternative embodiment, at the hinged connection between the connector 7 and the vertical plate 601, a through hole 6012 may be provided on the vertical plate 601, and strip-shaped holes 7011 may be provided on the two connecting plates 701. The length of the strip-shaped holes 7011 is aligned with the length of the connecting plates 701. Specifically, the length of the strip-shaped holes 7011 may be 20 cm to 40 cm, with specific lengths including 20 cm, 25 cm, 30 cm, 35 cm, and 40 cm. The center of the through hole 6012 coincides with the center of the arc-shaped protrusion 6011.

[0076] In an optional embodiment, both connecting plates 701 may be provided with elongated ribs 7012 on their outer sides, with the length of the ribs 7012 being aligned with the length of the connecting plates 701. Specifically, the length of the ribs 7012 may be 0.6 m to 1.2 m, the height of the ribs 7012 may be 8 cm to 12 cm, and the thickness of the ribs 7012 may be 15 mm to 30 mm. The long sides of the ribs 7012 are connected to the connecting plates 701 by welding.

[0077] Example 3 This example focuses on the axial force analysis of arch ring 4, employing three construction methods for comparative research: the traditional bracket method, the traditional diagonal-stayed and buckled method, and the diagonal-stayed and buckled construction method for arch bridges proposed in this application. For comparative analysis, a steel-concrete-filled arch bridge with a main span of 528 meters was selected as a comparison case for this example. In this case, a single arch rib was divided into 18 segments, and finite element modeling and simulation calculations were performed using each of the three methods described above. A finite element model of the arch ring 4 structure was established based on the geometric parameters of arch ring 4 (cross-sectional dimensions of chord tubes, tapered tubes, and triangular plates), material parameters (elastic modulus and strength of each member), boundary conditions, and loads. Based on the actual installation sequence of the arch rib segments during construction (here, a single arch rib is installed with two segments shifted horizontally before the intermediate cross-link is installed), the corresponding structural groups, load groups, and boundary groups were divided. The structural groups, load groups, and boundary groups corresponding to different construction stages were then assembled and activated or deactivated to simulate each actual construction stage.

[0078] Subsequently, the axial forces at the arch foot and arch top were calculated after each construction method was completed. The specific data are shown in Table 1.

[0079] Table 1 also shows the deviation between the axial forces corresponding to the traditional diagonal-pull method and the method of this application and the axial forces at the same locations using the bracket method. The deviation is calculated by first calculating the difference between the current axial force value (i.e., the axial force value corresponding to the traditional diagonal-pull method or the method of this application) and the corresponding axial force value using the bracket method, then dividing this difference by the axial force value corresponding to the bracket method, and finally taking the absolute value of the result.

[0080] Through comparative analysis, it can be seen that compared with the bracket method, when the traditional oblique buckle hanging method is used, the axial force deviation range at the arch foot and arch top is 26.2%-103.0%; while when the method proposed in this application is compared with the bracket method, the axial force deviation range at the arch foot and arch top is only 0.4%-11.4%.

[0081] It can be seen that when the method of the present application is used to construct the arch ring 4, the axial force of the arch ring 4 after the construction is completed is highly consistent with the axial force after the construction using the support method, which can achieve the goal of making the axial force of the arch ring 4 close to the construction effect of the support method, and thus make the axial force distribution after the bridge is completed closer to the ideal design state.

[0082] Table 1 Axial forces at the crown and foot of the arch (kN)

[0083] This embodiment also compares the vertical displacement of each arch rib segment after the arch ring 4 is constructed using the method of the present application with the vertical displacement of each arch rib segment after the arch ring 4 is constructed using the bracket method and the traditional inclined buckle hanging method. The comparison results are as follows: Figure 13 shown.

[0084] Among them, the vertical displacement of the arch ring 4 obtained by the method of the present application refers to: the difference between the vertical position of each arch rib segment after all the inclined cables 2 are removed using the method of the present application and the vertical position of the manufacturing line corresponding to each arch rib segment.

[0085] The vertical displacement of the arch ring 4 obtained by the bracket method refers to the difference between the vertical position of each arch rib segment after all the brackets are removed using the bracket method and the vertical position of the manufacturing line corresponding to each arch rib segment.

[0086] The vertical displacement of the arch ring 4 obtained by the traditional inclined buckle hanging method refers to the difference between the vertical position of each arch rib segment after all inclined cables 2 are removed by the traditional inclined buckle hanging method and the vertical position of the manufacturing line corresponding to each arch rib segment.

[0087] The manufacturing line shape refers to the geometric line shape of the arch ring 4 during the material processing stage (ie, the initial shape before being subjected to force).

[0088] like Figure 13 As shown, the displacement profiles obtained using the present method and the bracket method are roughly the same. Specifically, the vertical displacement deviations of the rib segments range from 2mm to 10mm for both methods. However, the displacement profiles obtained using the traditional inclined-pull method and the bracket method differ significantly. Specifically, the vertical displacement deviations of the rib segments range from 8mm to 45mm for both methods.

[0089] From this, it can be concluded that: when the method proposed in this application is used to carry out construction operations on the arch ring 4, after the construction is completed, the displacement line type of the arch ring 4 is basically consistent with the displacement line type obtained by using the bracket method, and the deviation is controlled within 10mm. This shows that the method of this application can achieve the goal of making the arch ring 4 close to the construction effect of the bracket method.

[0090] During the construction process of the present method, further analysis was conducted on arch ring 4, specifically focusing on the cable tension and vertical displacement of each segment. The analysis focused on the single arch rib described earlier in this embodiment, which was divided into 18 segments. To facilitate analysis and demonstration, the arch rib was split in half along the mid-span, and half (i.e., nine segments) were selected as analysis samples. These nine segments were numbered, from the arch foot to the arch crown, as Arch A1, Arch A2, Arch A3, Arch A4, Arch A5, Arch A6, Arch A7, Arch A8, and Arch A9; the corresponding cables were numbered as Cable A1, Cable A2, Cable A3, Cable A4, Cable A5, Cable A6, Cable A7, Cable A8, and Cable A9, respectively.

[0091] The specific construction sequence is: Step 1: Install arch A1 and cable A1; Step 2: Install arch A2 and cable A2; Step 3: Install arch A3 and cable A3; Step 4: Install arch A4 and cable A4; Step 5: Install arch A5 and cable A5; Step 6: Install arch A6 and cable A6; Step 7: Install arch A7 and cable A7; Step 8: Install arch A8 and cable A8; Step 9: Install arch A9 and cable A9; Step 10: Connect the upper chords of the dome segments 402 through hinges; Step 11: Remove the cable A4 and cable A6; Step 12: Permanently join the vault segment 402; Step 13: Remove all the cables.

[0092] like Figure 14 The figure shows the changes in cable tension at each construction stage. As can be seen from the figure, after the removal of cables A4 and A6, there was no significant increase or decrease in the tension of the other cables, that is, no fluctuation in the tension of the other cables, demonstrating good cable tension uniformity. This also demonstrates the excellent construction safety of the method of this application.

[0093] like Figure 15The figure shows the changes in the vertical displacement of the arch segments during each construction phase. As can be seen from the figure, the maximum displacement fluctuation of each arch segment between adjacent construction phases during construction is controlled within 230mm using the method of this application. This demonstrates that the method of this application can achieve a uniform construction line shape with minimal fluctuation, demonstrating good construction quality and safety.

[0094] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A method for the construction of an oblique stay and buckle for an arch bridge, characterized in that: The following steps are involved: S1: installing the arch rib segments of the arch ring (4) from the arch foot to the arch crown one by one by lifting and obliquely fastening the cables (1), wherein the arch ring (4) is in a disconnected state at a position between two arch crown segments (402); S2: merging the two vault segments (402) in an articulated manner; S3: removing the inclined cable (2) at the position of 1 / 4 of the span of the arch ring (4); S4: fixedly connecting the two vault segments (402); S5: Remove the remaining stay cables (2) and complete the construction of the arch ring (4).

2. The method for construction of an oblique-stayed arch bridge according to claim 1, characterized in that: In the step S2, the upper chord tubes of the two vault segments (402) are joined together by hinged means, and the lower chord tubes of the two vault segments (402) remain disconnected.

3. The method for construction of an oblique-stayed arch bridge according to claim 1, characterized in that: In the step S3, when the span of the arch ring (4) is less than or equal to 400 m, the inclined cable (2) of the arch rib segment located at 1 / 4 of the span of the arch ring (4) is removed; When the span of the arch ring (4) is greater than 400m, the inclined cables (2) of two adjacent arch rib segments on both sides of the arch rib segment at a position of 1 / 4 of the span of the arch ring (4) are removed.

4. A method for the construction of an oblique-stayed arch bridge according to any one of claims 1 to 3, characterized in that: In the step S4, the upper chord tubes and the lower chord tubes of the two vault segments (402) are fixedly connected by tube welding.

5. The method for construction of an oblique-stayed arch bridge according to claim 4, characterized in that: In the step S5, when removing the remaining inclined cables (2), the remaining inclined cables (2) are removed symmetrically in sequence from the arch top to the arch feet at both ends of the arch ring (4).

6. A temporary closure device, characterized in that: A method for the construction of an oblique-stayed arch bridge as described in any one of claims 1 to 5 comprises two fixing members (6) and a connecting member (7), wherein the two fixing members (6) are respectively used to be connected to the inside of steel pipes (5) corresponding to two arch segments (402), and the opposite ends of the connecting member (7) are respectively hinged to the two fixing members (6).

7. A temporary closure device according to claim 6, characterized in that: The fixing member (6) comprises a vertical plate (601) and two horizontal plates (602), the upper and lower ends of the vertical plate (601) are respectively used to connect with the inner wall of the steel pipe (5), the two horizontal plates (602) both penetrate the vertical plate (601), the horizontal plate (602) is connected to the vertical plate (601) at the penetration position, the two ends of the horizontal plate (602) in the penetration direction are respectively used to connect with the inner wall of the steel pipe (5), and the connecting member (7) is hinged to the vertical plate (601).

8. A temporary closure device according to claim 7, characterized in that: The vertical plate (601) is provided with an arc-shaped protrusion (6011) on one side facing the joint position, and the connecting member (7) includes two connecting plates (701) arranged side by side, and the two connecting plates (701) are respectively located on both sides of the vertical plate (601). Both ends of the connecting member (7) are provided with plate members (8), and the plate member (8) is clamped between the two connecting plates (701). Both sides of the plate member (8) are fixedly connected to the two connecting plates (701), and the plate member (8) is provided with a recess (801) adapted to the protrusion (6011), and the recess (801) is in contact with the protrusion (6011).

9. The temporary closure device according to claim 8, characterized in that: At the hinged portion of the connecting member (7) and the vertical plate (601), a through hole (6012) is provided on the vertical plate (601), and strip holes (7011) are provided on the two connecting plates (701); the length direction of the strip holes (7011) is consistent with the length direction of the connecting plates (701).

10. The temporary closure device according to claim 8, characterized in that: The outer sides of the two connecting plates (701) are both provided with long strip-shaped ribs (7012), and the length direction of the ribs (7012) is consistent with the length direction of the connecting plates (701).

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