A reinforced structure of a steel tube concrete arch bridge and a construction method thereof

Abstract

The embodiment of the present application provides a steel tube concrete arch bridge reinforcement structure and construction method, which belongs to the technical field of steel tube concrete arch bridge. The reinforcement structure is used to reinforce the original arch rib, and the reinforcement structure includes multiple outer sleeves and a filling part. The multiple outer sleeves are sequentially sleeved on the outer peripheral side of the original arch rib along the arch direction of the original arch rib, and there is a spacing between the inner wall of the outer sleeve and the outer wall of the original arch rib to form a filling space between the outer sleeve and the original arch rib; the filling part is filled in the filling space, and the reinforcement structure also includes a flexible tie rod assembly, the flexible tie rod assembly includes a flexible tie rod and two steel anchor boxes, the two steel anchor boxes are respectively arranged on the outer sleeves at the two arch feet of the original arch rib, the flexible tie rod is extended longitudinally, and the two ends of the flexible tie rod are respectively connected to the two steel anchor boxes to provide longitudinal constrained prestress to the arch bridge under the tensioning action of the flexible tie rod. This steel tube concrete arch bridge reinforcement structure can effectively improve the bearing capacity of the steel tube concrete arch bridge.

Description

Technical Field

[0001] The present application relates to the technical field of steel tube concrete arch bridges, and in particular to a steel tube concrete arch bridge reinforcement structure and a construction method. Background Art

[0002] CFST arch bridge is a unique steel-filler composite bridge with beautiful shape, reasonable structure and convenient construction. CFST arch bridge originated in the Soviet Union and developed rapidly in my country in the 1990s. According to statistics, more than 400 CFST arch bridges have been built in my country over the past 20 years. In recent years, with the rapid growth of highway traffic and the increase of bridge load level, a series of defects have appeared in the early CFST arch bridges. At present, the reinforcement measures adopted include cross-section reinforcement method. For example, the patent with publication number CN202010838728.7 discloses a reinforcement method for increasing the cross-section of a hyperbolic arch bridge. In this scheme, the method of increasing the cross-section by embedding reinforcement bars is used to reinforce the concrete arch ribs. There is also a patent with publication number CN202111173004.6 that discloses a construction method for external prestressing of steel-concrete composite beams. There is also a patent with publication number CN202021843510.2 that discloses an external prestressed tie rod system for a steel tube concrete arch bridge. The scheme proposes the use of pre-embedded anchor plates and rear anchor plates to achieve one prestress, and the use of anchor heads and steel boots to achieve two prestresses to achieve later joint load-bearing. This method is suitable for reinforcing steel tube concrete arch bridges alone, but this scheme cannot be constructed in conjunction with the arch rib cross-section increase method, which makes the bearing capacity of the steel tube concrete arch bridge low and cannot significantly improve the bearing capacity of the steel arch bridge. Summary of the invention

[0003] The embodiment of the present application provides a steel tube concrete arch bridge reinforcement structure and a construction method, which can effectively improve the bearing capacity of the steel tube concrete arch bridge.

[0004] In the first aspect, an embodiment of the present application provides a steel tube concrete arch bridge reinforcement structure, which is used to reinforce the original arch rib. The reinforcement structure includes multiple outer sleeves and filling parts. The multiple outer sleeves are sequentially sleeved on the outer peripheral side of the original arch rib along the arch direction of the original arch rib, and two adjacent outer sleeves are sealed and connected. There is a spacing between the inner wall of the outer sleeve and the outer wall of the original arch rib to form a filling space between the outer sleeve and the original arch rib; the filling part is filled in the filling space, and the filling part is used to connect the outer sleeve and the original arch rib as a whole; wherein, the reinforcement structure also includes a flexible tie rod assembly, the flexible tie rod assembly includes a flexible tie rod and two steel anchor boxes, the two steel anchor boxes are respectively arranged on the outer sleeves of the original arch rib located at two arch feet in the longitudinal direction, the flexible tie rod is extended in the longitudinal direction, and the two ends of the flexible tie rod are respectively connected to the two steel anchor boxes to provide longitudinal constrained prestress to the arch bridge under the tensioning action of the flexible tie rod.

[0005] In this scheme, multiple sections of outer sleeves are set on the outer peripheral side of the original arch rib to cover the original arch rib, and the adjacent two outer sleeves are sealed and connected to form a continuous filling space, and then the outer sleeve is connected to the original arch rib as a whole by filling the filling part, thereby increasing the cross-sectional area of ​​the original arch rib, effectively improving the stiffness of the arch rib of the original bridge, increasing the bearing capacity of the bridge, and improving the safety factor of the original bridge. More importantly, by setting steel anchor boxes at the outer sleeves located at the two arch feet and using flexible tie rods to pass through the two steel anchor boxes for tensioning, prestress can be provided to the longitudinal ends of the arch rib on the arch bridge, so that the bearing capacity of the arch rib on the arch bridge is increased, that is, the arch rib cross-section is increased by using the outer sleeve and the flexible tie rod is added, which improves the safety reserve of the bridge, thereby ensuring the driving safety of the bridge.

[0006] In some embodiments, the flexible tie rod assembly further includes a tie rod cable support, which is disposed outside the tie beam of the arch bridge to provide support force for the flexible tie rod.

[0007] In the above technical solution, by arranging a tie rod cable bracket outside the tie beam of the arch bridge, the tie rod cable bracket can provide supporting force for the flexible tie rod, thereby improving the stability of the flexible tie rod.

[0008] In some embodiments, the number of the tie cable supports is set to be multiple, and the multiple tie cable supports are distributed at intervals along the longitudinal direction of the arch bridge.

[0009] In the above technical solution, by setting the number of tie cable supports to multiple, multiple tie cable supports work together to provide multi-point support for the flexible tie rods in the length direction, thereby better supporting the flexible tie rods, avoiding the phenomenon of bending of the flexible tie rods due to the large span, and ensuring the stability of the longitudinal constraint force provided by the flexible tie rods to the arch bridge.

[0010] In some embodiments, in the flexible tie rod assembly, the number of the flexible tie rods is set to at least one.

[0011] In the above technical solution, by setting the number of flexible tie rods to one or more, the specific number of flexible tie rods can be determined according to the degree of damage of the original arch rib. In the case where the number of flexible tie rods is multiple, the multiple flexible tie rods have a stronger prestressing pulling effect on the outer sheath on the arch bridge, further improving the stiffness enhancement effect of the outer sheath on the original arch rib.

[0012] In some embodiments, the number of the flexible tie rod assemblies is set to two groups, and the two groups of flexible tie rod assemblies are respectively located at the outer sides of the arch feet of two original arch ribs in the transverse direction of the arch bridge.

[0013] In the above technical solution, since there is an arch rib on both sides of the arch bridge in the lateral direction, in order to ensure the balance of the arch bridge on both sides in the lateral direction, flexible tie rod assemblies are provided on the outer sides of the arch feet of the two original arch ribs in the lateral direction of the arch bridge, thereby making the overall stiffness of the arch bridge more balanced and avoiding the phenomenon of imbalance on one side of the arch bridge.

[0014] In some embodiments, the outer sleeve includes a first substrate and a second substrate. The cross-sectional shapes of the first substrate and the second substrate are both C-shaped. The first substrate and the second substrate are mutually enclosed and connected to be sleeved on the outer peripheral side of the original arch rib.

[0015] In the above technical solution, the outer sleeve includes a first substrate and a second substrate, and the cross-sectional shapes of the first substrate and the second substrate are both C-shaped, so that the outer sleeve is a split assembly type, that is, the first substrate and the second substrate can be separated and combined with each other, so that the outer sleeve can be installed on the outer peripheral side of the original arch rib.

[0016] In some embodiments, adjusting bolts are provided on each side of the outer sleeve, the adjusting bolts are threadedly connected to the outer sleeve, and one end of the adjusting bolt located in the outer sleeve is pressed against the outer wall of the original arch rib.

[0017] In the above technical solution, under the action of the adjusting bolt, the distance between each side of the outer sleeve and the original arch rib can be adjusted, and then the installation space of the outer sleeve can be finely adjusted, so that the spatial position of the outer sleeve can be adjusted conveniently. More importantly, by utilizing the rotation of the adjusting bolt and acting on the outer sleeve, the pre-arch installation of the outer sleeve can also be achieved. After each outer sleeve is closed, the outer sleeve is reversely pressed downward and the original arch rib is unloaded upward through the adjusting bolt, so that the filling material (concrete) in the filling space of the outer sleeve reaches the strength, and the adjusting bolt is removed, so that the concrete in the outer sleeve bears the partial unloading of the original arch rib, which improves the use efficiency of the concrete in the outer sleeve.

[0018] In some embodiments, among multiple outer sleeves, a grouting hole is provided on the outer sleeve located at the arch foot of the original arch rib, and a grouting hole is provided on the outer sleeve located at the arch top of the original arch rib, and both the grouting holes and the grouting holes are communicated with the filling space.

[0019] In the above technical scheme, grouting holes are provided on the outer sleeve located at the arch foot of the original arch rib, and grouting holes are provided on the outer sleeve located at the arch top of the original arch rib, that is, grouting is adopted from bottom to top. Under the action of counter-gravity, the filling material in the filling space is squeezed from bottom to top, thereby making the filling material in the filling space more substantial and improving the filling effect of the filling material.

[0020] On the second aspect, the embodiment of the present application also provides a construction method for a steel tube concrete arch bridge reinforcement structure, and the construction method includes the following steps: S1, component prefabrication; the outer sleeve, steel anchor box, and tie cable bracket are prefabricated in the factory, the shear members are uniformly welded in the longitudinal and circumferential directions of the outer sleeve, and adjusting bolts are installed on each side of the outer sleeve; S2, the original arch rib coating layer is polished; the outer surface of the original arch rib is cleaned, the coating on the surface of the original arch rib is polished and removed, and the outer surface of the original arch rib is blown clean; S3, the flexible tie rod is installed and pre-tightened; the outer sleeve at the arch foot of the original arch rib is symmetrically installed and fixed, the steel anchor box is symmetrically installed on the outside of the outer sleeve at the arch foot, and the tie cable bracket is evenly installed on the outer flange of the arch bridge, and the traction is adopted. The guiding equipment pulls the flexible tie rod through the steel anchor boxes and tie rod cable brackets on both sides in turn, and preliminarily anchors the two ends of the flexible tie rod. After the flexible tie rod is installed, the flexible tie rod is over-tensioned; S4, outer sleeve installation; each section of the outer sleeve is symmetrically installed from the arch foot to the arch top. After the outer sleeve is installed, the outer sleeve and the original arch rib are accurately positioned by adjusting the bolts, and then the outer sleeves of all sections are connected together; S5, flexible tie rod tensioning and filling pouring; relax the pre-tightened flexible tie rod, and press the filling material into the filling space symmetrically from bottom to top until the filling overflows from the slurry outlet and the filling is stopped; S6, tension the flexible tie rod to the specified force value; the symmetrical tensioning method is used to complete the tensioning of the flexible tie rod.

[0021] In the above technical solution, each section of the outer sleeve is prefabricated in the factory and installed on site. At the same time, the outer sleeve provides a template for the pouring of high-performance filling materials, thereby effectively saving the installation and removal time of the template and improving the construction efficiency. By setting a steel anchor box at the outer sleeve located at the two arch feet and using a flexible tie rod tensioning method, prestress can be provided to the longitudinal ends of the arch rib of the arch bridge, so that the bearing capacity of the arch rib on the arch bridge is increased, that is, the outer sleeve is used to increase the arch rib section and cooperate with the addition of flexible tie rods to improve the safety reserve of the bridge, thereby ensuring the driving safety of the bridge.

[0022] In some embodiments, in step S4, when the original arch rib is seriously damaged, the hanger rod is first replaced, and then the replaced hanger rod is installed and anchored on the original arch rib.

[0023] In some embodiments, in step S4, the outer sleeve is provided with a hanger hole at a position corresponding to the hanger of the arch bridge, and the connection method between the outer sleeve and the hanger is determined according to the degree of damage of the original arch rib; when the damage of the original arch rib is relatively light, the hanger is anchored to the original arch rib and is not connected to the outer sleeve; when the damage of the original arch rib is relatively heavy, the hanger is anchored to the original arch rib, and the outer sleeve is connected to the original arch rib through a connecting plate; when the damage of the original arch rib is serious, the hanger is anchored to the outer sleeve, and the outer sleeve is connected to the original arch rib through a connecting plate; when the damage of the original arch rib is very serious, the hanger is anchored to the outer sleeve, and the outer sleeve is not connected to the original arch rib.

[0024] In summary, the beneficial effects of this solution are:

[0025] 1. Good reinforcement effect. This scheme adopts the method of wrapping steel pipes on the original arch ribs to expand the cross-section of the original arch ribs, and can set corresponding reinforcement methods according to the degree of damage of the original arch ribs, which can effectively improve the stiffness of the arch ribs of the original arch bridge, increase the bearing capacity of the bridge, and improve the safety factor of the original arch bridge.

[0026] Second, high safety reserve. This scheme adopts the method of increasing the arch rib section and adding flexible tie rods to improve the safety reserve of the bridge, thereby ensuring driving safety.

[0027] 3. High construction efficiency. This solution adopts a multi-segment outer casing method, which is prefabricated in the factory and installed on site. At the same time, the outer casing can provide a template for the pouring of high-performance materials, thereby effectively saving the installation and removal time of the template and improving construction efficiency.

[0028] Other features and advantages of the present application will be described in detail in the subsequent specific implementation section. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings required for use in the embodiments will be briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present application and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without paying creative work.

[0030] Figure 1 A schematic diagram of a reinforced structure of a steel tube concrete arch bridge provided in some embodiments of the present application;

[0031] Figure 2 for Figure 1 A partial enlarged schematic diagram of the coordination between the Zhongyuan arch rib and the outer sheath;

[0032] Figure 3 for Figure 1 Cross-sectional view of the reinforced structure of the steel tube concrete arch bridge;

[0033] Figure 4 for Figure 1 Schematic diagram of reinforcement of the reinforced structure of the steel tube concrete arch bridge corresponding to the lighter damage of the original arch rib;

[0034] Figure 5 for Figure 1 Schematic diagram of reinforcement of the reinforced structure of the steel tube concrete arch bridge corresponding to the more serious damage of the original arch rib;

[0035] Figure 6 for Figure 1Schematic diagram of reinforcement of the reinforced structure of the steel tube concrete arch bridge corresponding to the serious damage of the original arch rib;

[0036] Figure 7 for Figure 1 Schematic diagram of the reinforcement of the reinforced structure of the steel tube concrete arch bridge corresponding to the very serious reinforcement of the original arch rib;

[0037] Figure 8 for Figure 1 Schematic diagram of the structure of the flexible tie rod assembly.

[0038] Icons: 10-outer sleeve; 11-first base plate; 12-second base plate; 13-nut; 14-adjusting bolt; 15-shear member; 16-hanger hole; 17-connecting plate; 20-flexible tie rod assembly; 21-steel anchor box; 22-flexible tie rod; 23-tie rod cable bracket; 30-filling part; 200-original arch rib; 201-hanger; 202-arch foot; 203-arch crown; X-longitudinal. DETAILED DESCRIPTION

[0039] In order to make the purpose, technical solution and advantages of the embodiments of the present application clearer, the technical solution in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. The components of the embodiments of the present application described and shown in the drawings here can be arranged and designed in various different configurations.

[0040] Therefore, the following detailed description of the embodiments of the present application provided in the accompanying drawings is not intended to limit the scope of the present application for which protection is sought, but merely represents selected embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in the field without creative work are within the scope of protection of the present application.

[0041] It should be noted that similar reference numerals and letters denote similar items in the following drawings, and therefore, once an item is defined in one drawing, further definition and explanation thereof is not required in subsequent drawings.

[0042] In the description of the embodiments of the present application, it should be noted that the indicated orientation or positional relationship is based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship in which the product of the application is usually placed when in use, or the orientation or positional relationship in which the product of the application is usually placed when in use, which is only for the convenience of describing the present application and simplifying the description, and does 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 on the present application. In addition, the terms "first", "second", "third", etc. are only used to distinguish the description and cannot be understood as indicating or implying relative importance.

[0043] In the description of this application, it should also be noted that, unless otherwise clearly specified and limited, the terms "disposed" and "connected" should be understood in a broad sense, for example, it can be fixedly connected, detachably connected, or integrally connected; it can be directly connected, or indirectly connected through an intermediate medium, or it can be the internal communication of two elements. For ordinary technicians in this field, the specific meanings of the above terms in this application can be understood according to specific circumstances.

[0044] Example

[0045] The present application embodiment provides a reinforced steel tube concrete arch bridge structure. Figure 1 , Figure 2 , Figure 3 and Figure 8 The reinforcement structure is used to reinforce the original arch rib 200. The reinforcement structure includes a plurality of outer sleeves 10 and a filling part 30. The plurality of outer sleeves 10 are sequentially sleeved on the outer peripheral side of the original arch rib 200 along the arch direction of the original arch rib 200. Two adjacent outer sleeves 10 are sealed and connected. There is a gap between the inner wall of the outer sleeve 10 and the outer wall of the original arch rib 200, so as to form a filling space between the outer sleeve 10 and the original arch rib 200. The filling part 30 is filled in the filling space, and the filling part 30 is used to make the outer sleeve 10 is connected to the original arch rib 200 as a whole; wherein, the reinforcement structure also includes a flexible tie rod assembly 20, the flexible tie rod assembly 20 includes a flexible tie rod 22 and two steel anchor boxes 21, the two steel anchor boxes 21 are respectively arranged on the outer sleeve 10 of the original arch rib 200 at the two arch feet 202 in the longitudinal direction, the flexible tie rod 22 is extended in the longitudinal direction, and the two ends of the flexible tie rod 22 are respectively connected to the two steel anchor boxes 21 to provide longitudinal constrained prestress to the arch bridge under the tensioning action of the flexible tie rod 22.

[0046] In this solution, multiple sections of outer sleeves 10 are sleeved on the outer peripheral side of the original arch rib 200 to cover the original arch rib 200, and two adjacent outer sleeves 10 are sealed and connected to form a continuous filling space, and then the outer sleeve 10 and the original arch rib 200 are connected as a whole by filling the filling part 30, thereby increasing the cross-sectional area of ​​the original arch rib 200, effectively improving the rigidity of the arch rib of the original bridge, increasing the bearing capacity of the bridge, and improving the safety factor of the original bridge. More importantly, by setting a steel anchor box 21 at the outer sleeve 10 located at the two arch feet 202, and using a flexible tie rod 22 to pass through the two steel anchor boxes 21 for tensioning, prestress can be provided to the longitudinal ends of the arch rib on the arch bridge, so that the bearing capacity of the arch rib on the arch bridge is increased, that is, the outer sleeve 10 is used to increase the cross section of the arch rib and cooperate with the addition of a flexible tie rod 22, thereby improving the safety reserve of the bridge, thereby ensuring the driving safety of the bridge.

[0047] In some embodiments, the flexible tie rod assembly 20 further includes a tie rod cable bracket 23, which is disposed outside the tie beam of the arch bridge to provide support force for the flexible tie rod 22. By arranging the tie rod cable bracket 23 outside the tie beam of the arch bridge, the tie rod cable bracket 23 can provide support force for the flexible tie rod 22, thereby improving the stability of the flexible tie rod 22.

[0048] In some embodiments, the number of tie rod cable brackets 23 is set to be multiple, and the multiple tie rod cable brackets 23 are distributed on the arch bridge along the longitudinal direction X. By setting the number of tie rod cable brackets 23 to be multiple, the multiple tie rod cable brackets 23 cooperate together to provide support for the flexible tie rod 22 at multiple points in the length direction, thereby better providing support for the flexible tie rod 22, avoiding the phenomenon of bending of the flexible tie rod 22 due to the large span, and ensuring the stability of the longitudinal restraint force provided by the flexible tie rod 22 to the arch bridge.

[0049] In some embodiments, in the flexible tie rod assembly 20, the number of the flexible tie rods 22 is set to at least one. By setting the number of the flexible tie rods 22 to one or more, the specific number of the flexible tie rods 22 can be determined according to the degree of damage of the original arch rib 200. In the case where the flexible tie rods 22 are set to multiple, the multiple flexible tie rods 22 have a stronger prestressing pulling effect on the outer sheath 10 on the arch bridge, further improving the stiffness enhancement effect of the outer sheath 10 on the original arch rib 200.

[0050] Among them, the flexible tie rod 22 can adopt single or multiple steel strands or parallel steel cables according to actual conditions. The anchor heads at both ends of the flexible tie rod 22 pass through the anchor holes of the two steel anchor boxes 21 respectively and are anchored at the ends of the steel anchor boxes 21. The tie rod cable bracket 23 is fixed on the outside of the tie beam of the original arch bridge to support the flexible tie rod 22.

[0051] In some embodiments, the number of the flexible tie rod assemblies 20 is set to two groups, and the two groups of flexible tie rod assemblies 20 are respectively located on the outside of the arch feet 202 of the two original arch ribs 200 in the lateral direction of the arch bridge. Since the arch bridge has an arch rib on both sides in the lateral direction, in order to ensure the balance of the arch bridge on both sides in the lateral direction, the flexible tie rod assemblies 20 are arranged on the outside of the arch feet 202 of the two original arch ribs 200 in the lateral direction of the arch bridge, so that the overall stiffness of the arch bridge is more balanced, and the phenomenon of imbalance on one side of the arch bridge is avoided.

[0052] In some embodiments, the outer sheath 10 includes a first substrate 11 and a second substrate 12, and the cross-sectional shapes of the first substrate 11 and the second substrate 12 are both C-shaped. The first substrate 11 and the second substrate 12 are mutually enclosed and connected to be sleeved on the outer peripheral side of the original arch rib 200. Because the outer sheath 10 includes the first substrate 11 and the second substrate 12, and the cross-sectional shapes of the first substrate 11 and the second substrate 12 are both C-shaped, the outer sheath 10 is a split assembly type, that is, the first substrate 11 and the second substrate 12 can be separated and combined with each other, so that the outer sheath 10 is sleeved on the outer peripheral side of the original arch rib 200.

[0053] In some embodiments, adjusting bolts are provided on each side of the outer sleeve 10 , and the adjusting bolts are threadedly connected to the outer sleeve 10 . One end of the adjusting bolts located in the outer sleeve 10 is pressed against the outer wall of the original arch rib 200 .

[0054] Under the action of the adjusting bolts, the distance between each side of the outer sleeve 10 and the original arch rib 200 can be adjusted, and then the installation space of the outer sleeve 10 can be finely adjusted, so that the spatial position of the outer sleeve 10 can be adjusted conveniently. More importantly, by utilizing the rotation of the adjusting bolts to act on the outer sleeve 10, the pre-arch installation of the outer sleeve 10 can also be achieved. After each outer sleeve 10 is closed, the outer sleeve 10 is reversely pressed downward and the original arch rib 200 is unloaded upward through the adjusting bolts, so that the filling material (concrete) in the filling space of the outer sleeve 10 reaches the strength, and the adjusting bolts are removed, so that the concrete in the outer sleeve 10 bears the partial unloading of the original arch rib 200, thereby improving the use efficiency of the concrete in the outer sleeve 10.

[0055] The inner wall of the outer sleeve 10 is provided with nuts 13 at positions corresponding to the adjusting bolts. The adjusting bolts pass through the outer sleeve 10 and threadably cooperate with the nuts 13 on the inner wall of the outer sleeve 10 to achieve threaded cooperation between the adjusting bolts and the outer sleeve 10.

[0056] In some embodiments, among the multiple outer sleeves 10, the outer sleeve 10 located at the arch foot 202 of the original arch rib 200 is provided with a grouting hole, and the outer sleeve 10 located at the arch top 203 of the original arch rib 200 is provided with a grouting hole, and both the grouting hole and the grouting hole are communicated with the filling space. By providing the grouting hole on the outer sleeve 10 located at the arch foot 202 of the original arch rib 200 and the grouting hole on the outer sleeve 10 located at the arch top 203 of the original arch rib 200, that is, grouting is adopted from bottom to top, and under the action of anti-gravity, the filling material in the filling space is squeezed from bottom to top, so that the filling material in the filling space is more substantial, and the filling effect of the filling material is improved.

[0057] In addition, each outer sleeve 10 is formed by bending the arch rib steel plate according to the cross-sectional shape of the original arch rib 200, such as C-shape or U-shape. The outer sleeve 10 should reserve the hanger hole 16 according to the position of the hanger 201 of the bridge, and the adjustment bolts 14 are evenly installed on the upper side, lower side, left side and right side of the outer sleeve 10. The outer sleeve 10 is provided with shear members 15 and connecting plates 17. The shear members 15 and connecting plates 17 are rectangular steel plates. The material and thickness of the shear members 15 and connecting plates 17 are the same as those of the outer sleeve 10. The shear members 15 are evenly arranged in the circumferential direction and longitudinal direction of the outer sleeve 10. The cross-sectional size, thickness of the steel plate and the gap of the outer sleeve 10 are determined by calculation of the required bearing capacity of the design.

[0058] On the second aspect, the embodiment of the present application also provides a construction method for a steel tube concrete arch bridge reinforcement structure, and the construction method includes the following steps: S1, component prefabrication; the outer sleeve 10, the steel anchor box 21, and the tie cable bracket 23 are prefabricated in the factory, the shear members 15 are evenly welded in the longitudinal and circumferential directions of the outer sleeve 10, and the adjusting bolts are installed on each side of the outer sleeve 10; S2, the coating layer of the original arch rib 200 is polished; the outer surface of the original arch rib 200 is cleaned, the coating on the surface of the original arch rib 200 is polished and removed, and the outer surface of the original arch rib 200 is blown clean; S3, the flexible tie rod 22 is installed and pre-tightened; the outer sleeve 10 at the arch foot 202 of the original arch rib 200 is symmetrically installed and fixed, the steel anchor box 21 is symmetrically installed on the outside of the outer sleeve 10 at the arch foot 202, and the tie cable bracket 23 is evenly installed on the outer flange of the arch bridge, and the outer sleeve 10 is uniformly installed. Use traction equipment to pull the flexible tie rod 22 through the steel anchor boxes 21 and tie rod cable brackets 23 on both sides in turn, and preliminarily anchor the two ends of the flexible tie rod 22. After the flexible tie rod 22 is installed, the flexible tie rod 22 is over-tensioned; S4, the outer sleeve 10 is installed; each section of the outer sleeve 10 is symmetrically installed from the arch foot 202 to the arch top 203 in sequence. After the outer sleeve 10 is installed, the outer sleeve 10 and the original arch rib 200 are accurately positioned by adjusting the bolts, and then the outer sleeves 10 of all sections are connected together; S5, the flexible tie rod 22 is released and the filler is poured; relax the pre-tightened flexible tie rod 22, and press the filler symmetrically into the filling space from bottom to top until the filling overflows from the slurry outlet and stops filling; S6, tension the flexible tie rod 22 to the specified force value; use the symmetrical tensioning method to complete the tensioning of the flexible tie rod 22.

[0059] Each section of the outer sleeve 10 is prefabricated in the factory and installed on site. At the same time, the outer sleeve 10 provides a template for the pouring of high-performance filling materials, thereby effectively saving the installation and removal time of the template and improving the construction efficiency. By setting a steel anchor box 21 at the outer sleeve 10 located at the two arch feet 202 and using a flexible tie rod 22 for tensioning, prestress can be provided to the longitudinal ends of the arch rib of the arch bridge, so that the bearing capacity of the arch rib on the arch bridge is increased, that is, the outer sleeve 10 is used to increase the arch rib cross section and cooperate with the addition of a flexible tie rod 22, thereby improving the safety reserve of the bridge, thereby ensuring the driving safety of the bridge.

[0060] In some embodiments, in step S4 , when the original arch rib 200 is seriously damaged, the suspension rod 201 is replaced first, and then the replaced new suspension rod 201 is installed and anchored on the original arch rib 200 .

[0061] In some embodiments, in step S4, the outer sleeve 10 is provided with a hanger hole 16 at a position corresponding to the arch bridge hanger 201, and the connection method between the outer sleeve 10 and the hanger 201 is determined according to the degree of damage of the original arch rib 200; see Figure 4 When the damage of the original arch rib 200 is relatively light, the suspension rod 201 is anchored to the original arch rib 200 and is not connected to the outer sheath 10; please refer to Figure 5 When the original arch rib 200 is seriously damaged, the suspension rod 201 is anchored to the original arch rib 200, and the outer sleeve 10 is connected to the original arch rib 200 through the connecting plate 17; please refer to Figure 6 When the original arch rib 200 is seriously damaged, the suspension rod 201 is anchored to the outer sheath 10, and the outer sheath 10 is connected to the original arch rib 200 through the connecting plate 17; please refer to Figure 7 When the original arch rib 200 is seriously damaged, the hanger 201 is anchored to the outer sleeve 10, and the outer sleeve 10 is not connected to the original arch rib 200.

[0062] Understandably, see Figure 4 When the original arch rib 200 is less damaged, the hanger 201 is anchored to the original arch rib 200 and is not connected to the outer sheath 10. At this time, the original arch rib 200 bears all the loads, and the outer sheath 10 is only used as a safety reserve; please refer to Figure 5 When the original arch rib 200 is seriously damaged, the hanger 201 is anchored to the original arch rib 200, and the outer sheath 10 is connected to the original arch rib 200 through the connecting plate 17. At this time, the original arch rib 200 serves as the main bearing structure, and the outer sheath 10 serves as the auxiliary bearing structure; please refer to Figure 6 When the original arch rib 200 is seriously damaged, the hanger 201 is anchored to the outer sleeve 10, and the outer sleeve 10 is connected to the original steel arch rib through the connecting plate 17. At this time, the outer sleeve 10 serves as the main bearing structure, and the original arch rib 200 serves as the auxiliary bearing structure; please refer to Figure 7When the original arch rib 200 is seriously damaged, the hanger 201 is anchored to the outer sleeve 10, and the outer sleeve 10 is not connected to the original arch rib 200. At this time, the outer sleeve 10 bears all the loads.

[0063] In addition, in step S6, the flexible tie rod 22 is tensioned symmetrically by controlling the tensioning elongation and tensioning force, and whether over-tensioning is required is determined by calculation.

[0064] It should be noted that, in the absence of conflict, the features in the embodiments of this application may be combined with each other.

[0065] The above description is only the preferred embodiment of the present application and is not intended to limit the present application. For those skilled in the art, the present application may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A reinforced steel tube concrete arch bridge structure, used to reinforce the original arch rib, characterized in that: include: A plurality of outer sleeves are sequentially sleeved on the outer peripheral side of the original arch rib along the arch direction of the original arch rib, two adjacent outer sleeves are sealed and connected, and there is a gap between the inner wall of the outer sleeve and the outer wall of the original arch rib, so as to form a filling space between the outer sleeve and the original arch rib; A filling part, filled in the filling space, and used to connect the outer sleeve and the original arch rib into a whole; Wherein, the reinforcement structure further includes a flexible tie rod assembly, which includes a flexible tie rod and two steel anchor boxes, the two steel anchor boxes are respectively arranged on the outer sleeve of the original arch rib at two arch feet in the longitudinal direction, the flexible tie rod is extended along the longitudinal direction, and the two ends of the flexible tie rod are respectively connected to the two steel anchor boxes to provide longitudinal restraint prestress to the arch bridge under the tensioning action of the flexible tie rod; The flexible tie rod assembly further comprises a tie rod cable bracket, which is arranged outside the tie beam of the arch bridge to provide support force for the flexible tie rod; The number of the flexible tie rod assemblies is set to two groups, and the two groups of the flexible tie rod assemblies are respectively located at the outer sides of the arch feet of the two original arch ribs of the arch bridge in the transverse direction.

2. The steel tube concrete arch bridge reinforcement structure according to claim 1, characterized in that: The number of the tie rod cable supports is set to be multiple, and the multiple tie rod cable supports are distributed along the longitudinal interval on the arch bridge.

3. The steel tube concrete arch bridge reinforcement structure according to claim 1, characterized in that: In the flexible tie rod assembly, the number of the flexible tie rods is set to at least one.

4. The steel tube concrete arch bridge reinforcement structure according to claim 1, characterized in that: The outer sleeve includes a first substrate and a second substrate. The cross-sectional shapes of the first substrate and the second substrate are both C-shaped. The first substrate and the second substrate are mutually enclosed and connected to be sleeved on the outer peripheral side of the original arch rib.

5. The steel tube concrete arch bridge reinforcement structure according to claim 1, characterized in that: Adjustment bolts are arranged on each side surface of the outer sleeve, the adjustment bolts are threadedly connected to the outer sleeve, and one end of the adjustment bolt located in the outer sleeve is pressed against the outer wall of the original arch rib.

6. The steel tube concrete arch bridge reinforcement structure according to claim 1, characterized in that: Among the multiple outer covers, the outer cover located at the arch foot of the original arch rib is provided with a grouting hole, and the outer cover located at the arch top of the original arch rib is provided with a grouting hole, and both the grouting hole and the grouting hole are communicated with the filling space.

7. A construction method for a reinforced steel tube concrete arch bridge structure, characterized in that: The following steps are involved: S1. Component prefabrication: the outer sleeve, steel anchor box and tie rod bracket are prefabricated in the factory, shear members are welded evenly in the longitudinal and circumferential directions of the outer sleeve, and adjusting bolts are installed on all sides of the outer sleeve; S2. Polishing of the original arch rib coating layer; Cleaning the outer surface of the original arch rib, grinding and removing the coating on the surface of the original arch rib, and blowing the outer surface of the original arch rib clean; S3. Install and pre-tighten the flexible tie rod; The outer sleeve at the arch foot of the original arch rib is symmetrically installed and fixed, a steel anchor box is symmetrically installed on the outer side of the outer sleeve at the arch foot, and tie rod cable brackets are evenly installed on the outer flange of the arch bridge. The flexible tie rod is pulled through the steel anchor box and the tie rod cable bracket on both sides by a traction device, and the two ends of the flexible tie rod are preliminarily anchored. After the installation of the flexible tie rod is completed, the flexible tie rod is super-tensioned; S4, installation of the outer sleeve: symmetrically installing the outer sleeves of each section from the arch foot to the arch top in sequence. After the installation of the outer sleeves is completed, the outer sleeves are precisely positioned with the original arch ribs by adjusting the bolts, and then the outer sleeves of all sections are connected together; S5, the flexible tie rod is stretched and the filling material is poured; the pre-tightened flexible tie rod is loosened, and the filling material is pressed symmetrically from bottom to top into the filling space until the filling material overflows from the slurry outlet hole and the filling is stopped; S6. Tensioning the flexible tie rod to a specified force value; using a symmetrical tensioning method to complete the tensioning of the flexible tie rod.

8. The construction method of the steel tube concrete arch bridge reinforcement structure according to claim 7, characterized in that: In step S4, the outer sleeve is provided with a hanger hole at the hanger position corresponding to the arch bridge, and the connection method between the outer sleeve and the hanger is determined according to the degree of damage of the original arch rib; wherein, when the damage of the original arch rib is relatively light, the hanger is anchored to the original arch rib and is not connected to the outer sleeve; when the damage of the original arch rib is relatively heavy, the hanger is anchored to the original arch rib, and the outer sleeve is connected to the original arch rib through a connecting plate; when the damage of the original arch rib is serious, the hanger is anchored to the outer sleeve, and the outer sleeve is connected to the original arch rib through a connecting plate; when the damage of the original arch rib is very serious, the hanger is anchored to the outer sleeve, and the outer sleeve is not connected to the original arch rib.

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