Arch bridge construction method

Abstract

The present invention relates to the technical field of bridge engineering, and provides an arch bridge construction method, which comprises constructing an arch seat foundation and an arch seat, prefabricating beam segments, arch rib segments and column segments in a factory, installing the starting column segment and the starting beam segment, sequentially installing the corresponding arch rib segments on both sides of the arch seat, tensioning the corresponding arch rib prestressed bundles of the arch rib segments, installing the corresponding diagonal tie rods, hoisting the corresponding column segments, hoisting the corresponding beam segments, tensioning the corresponding beam segment prestressed bundles, closing the side spans, and then closing the whole bridge, removing the diagonal tie rods from the middle of the span to the arch seat, blocking the construction holes, and completing the bridge construction. The present application realizes the construction of an arch bridge without a support, anchoring temporary diagonal tie rods in the beam segments to realize oblique support of the arch rib segments, and the tensioning force of the diagonal tie rods can be adjusted according to calculations, and then constructing the column segments and beam segments above the arch rib segments, realizing the standardization and recycling of the cantilever assembly process, facilitating quality control, accelerating the construction progress, and saving a large amount of temporary engineering costs.

Description

Technical Field

[0001] The present application relates to the technical field of bridge engineering, and in particular to a method for constructing an arch bridge. Background Art

[0002] For traditional arch bridges with smaller spans, full-span cast-in-place construction is usually adopted. This method requires the erection of a large number of supports under the bridge, which wastes a lot of manpower and material resources, has a long construction period, a poor working environment for workers, and it is difficult to ensure the construction quality. In addition, conventional concrete arch bridges are prone to tensile cracking during construction, which seriously affects the durability of the concrete structure.

[0003] For large-span arch bridges, it is necessary to build huge temporary steel towers as supports for cable-stayed buckles. The temporary steel towers have high material depreciation, large installation workload and high cost of temporary measures, which seriously limits the promotion and application of arch bridges. Alternatively, the emerging steel tube concrete rigid frame method is adopted, which is to first close the steel tube concrete arch as the rigid frame, and then set up formwork based on the arch structure to cast the outer concrete. This method has a large amount of formwork engineering, a long construction period and a high project cost, and is only used for the construction of super-large span arch bridges over 200 meters.

[0004] In summary, in the prior art, a large number of scaffolds or other temporary support structures need to be erected during the construction of arch bridges, which results in poor structural durability, long construction period, large workload for erecting and dismantling scaffolds, and high temporary project costs.

[0005] In view of this, it is necessary to propose an arch bridge construction method to solve or at least alleviate the above defects. Summary of the invention

[0006] The main purpose of this application is to provide an arch bridge construction method to solve the technical problems in the prior art that a large number of scaffolding or other temporary supporting structures need to be erected during the construction of the arch bridge, resulting in a long construction period, a large workload for erecting and dismantling the scaffolding, and high temporary project costs.

[0007] To achieve the above object, the present application provides an arch bridge construction method, comprising the following steps:

[0008] S1, construct the abutment foundation and abutment, and prefabricate the beam segments, arch rib segments and column segments in the factory;

[0009] S2, installing a starting column segment on the top of the abutment, and installing a starting beam segment on the top of the starting column segment;

[0010] S3, on each side of the arch seat, respectively: hoist the ith arch rib segment, tension the arch rib prestressed tendon corresponding to the ith arch rib segment, install the ith inclined tie rod and adjust it to the designed tension force, hoist the ith column segment, hoist the ith beam segment, and tension the beam segment prestressed tendon corresponding to the ith beam segment; wherein, i is a positive integer, the initial value of i is 1, one end of the ith inclined tie rod is anchored to the initial beam segment, and the other end is anchored to the ith arch rib segment, the lower end of the ith column segment is connected to the ith arch rib segment, and the upper end of the ith column segment is connected to the ith beam segment;

[0011] S4, on each side of the arch seat, respectively: hoist the i+1th arch rib segment, tension the arch rib prestressed bundle corresponding to the i+1th arch rib segment, install the i+1th inclined tie rod and adjust it to the designed tension force, hoist the i+1th column segment, hoist the i+1th beam segment, and tension the beam segment prestressed bundle corresponding to the i+1th beam segment; wherein one end of the i+1th inclined tie rod is anchored to the i+1th beam segment, and the other end is anchored to the i+1th arch rib segment, the lower end of the i+1th column segment is connected to the i+1th arch rib segment, and the upper end of the i+1th column segment is connected to the i+1th beam segment;

[0012] S5, determining whether the i+1th beam segment is the second beam segment; if so, connecting the starting beam segment and the i-th beam segment, and connecting the i-th arch rib segment and the arch seat; if not, proceeding to step S6;

[0013] S6, determine whether the i+1th beam segment is the Nth beam segment; if so, proceed to step S7; if not, connect the i-1th beam segment and the i-th beam segment, and connect the i-1th arch rib segment and the i-th arch rib segment, assign i+1 to i, and return to step S4; wherein the Nth beam segment is the beam segment corresponding to the maximum cantilever state;

[0014] S7, connecting the N-1th beam segment and the Nth beam segment, and connecting the N-1th arch rib segment and the Nth arch rib segment;

[0015] S8, install the side span closure section, close the side span, install and cast the middle span closure section, and close the entire bridge;

[0016] S9, remove the diagonal rods from the mid-span to the arch seat, seal the construction holes, and complete the bridge construction.

[0017] Preferably, in step S2, installing a starting column segment on the top of the abutment, and installing a starting beam segment on the top of the starting column segment specifically include the following steps:

[0018] A prestressed anchor end is pre-buried inside the arch seat, a first vertical reserved hole is reserved in the arch seat for the through-length prestressed bundle to pass through, a second vertical reserved hole corresponding to the first vertical reserved hole is reserved in the starting column segment, and a third vertical reserved hole corresponding to the second vertical reserved hole is reserved in the starting beam segment;

[0019] When hoisting the starting column segment and the starting beam segment, the full-length prestressed tendon is passed through the first vertical reserved hole, the second vertical reserved hole and the third vertical reserved hole from bottom to top in sequence, and then the tensioning end of the full-length prestressed tendon is anchored to the top of the starting beam segment to install the starting column segment on the top of the arch seat and the starting beam segment on the top of the starting column segment.

[0020] Preferably, the top of the starting column segment is recessed with a first shear key groove, the bottom of the starting column segment is protruding with a first shear key tooth, the bottom of the starting beam segment is protruding with a second shear key tooth arranged in a one-to-one correspondence with the first shear key groove, and the top of the arch seat is recessed with a second shear key groove arranged in a one-to-one correspondence with the first shear key tooth; wherein, when the starting column segment is hoisted on the top of the arch seat, structural adhesive is applied to the surface where the first shear key tooth contacts the second shear key groove, and when the starting beam segment is hoisted on the top of the starting column segment, structural adhesive is applied to the surface where the second shear key tooth contacts the first shear key groove, and then the interface between the starting beam segment and the starting column segment and the interface between the starting column segment and the arch seat are compressed and sealed by tensioning the through-length prestressed beam.

[0021] Preferably, each of the arch rib segments includes a socket end and an insertion end which are relatively arranged along its own extension direction, wherein the end of the socket end is fixedly connected with an external casting cylinder, and the shape of the external casting cylinder matches the shape of the socket end. After the insertion end of the i+1th arch rib segment is inserted into the external casting cylinder corresponding to the i-th arch rib segment and connected with the socket end of the i-th arch rib segment, a tubular concrete pouring space is formed between the external casting cylinder and the insertion end, and ultra-high performance concrete is poured in the tubular concrete pouring space to form a tubular grouting structure layer.

[0022] Preferably, the socket end of each arch rib segment is recessed with a positioning key groove, and the insertion end is convexly provided with positioning key teeth arranged one-to-one corresponding to the positioning key groove, and the positioning key teeth of the insertion end of the i+1th arch rib segment are inserted into the positioning key groove of the socket end of the i-th arch rib segment.

[0023] Preferably, each of the arch rib segments is a box-shaped structure, comprising a socket end partition, a middle partition and an insertion end partition arranged at intervals along the extension direction thereof, wherein the socket end partition is provided with a first through hole for the arch rib prestressed bundle to pass through, the middle partition is provided with a second through hole arranged in a one-to-one correspondence with the first through hole, and the insertion end partition is provided with a third through hole arranged in a one-to-one correspondence with the second through hole;

[0024] When connecting the i+1th arch rib segment and the i-th arch rib segment, the arch rib prestressed bundle is passed through the first through hole corresponding to the i+1th arch rib segment, the second through hole, the third through hole and the first through hole corresponding to the i-th arch rib segment, and then one end of the arch rib prestressed bundle is anchored to the socket end bulkhead of the i-th arch rib segment, and the other end is anchored to the socket end bulkhead of the i+1th arch rib segment.

[0025] Preferably, the ultra-high performance concrete pouring time of the tubular concrete pouring space between the i+1th arch rib segment and the ith arch rib segment is to lag the tensioning of the arch rib prestressed tendons by 1 to 3 segments.

[0026] Preferably, in step S9, removing the diagonal braces in sequence from the mid-span to the abutment specifically comprises the steps of: removing the diagonal braces symmetrically in pairs from the mid-span to the abutment.

[0027] Preferably, in step S9, sequentially removing the diagonal rods from the mid-span to the arch seat specifically comprises the steps of: dividing all the diagonal rods into 3 to 5 groups, and sequentially removing them one by one from the mid-span to the arch seat, and removing the next group of diagonal rods after all the previous group of diagonal rods have been removed.

[0028] Preferably, according to the force on the cantilever end node of the i-th arch rib segment, a group of internal force balance equations is established to solve the tensioning force of the i-th diagonal tie rod, and according to the force on the cantilever end node of the i-1-th beam segment, a group of internal force balance equations is established to solve the prestress of the prestressed beam of the beam segment corresponding to the i-1-th beam segment.

[0029] Compared with the prior art, this application has the following beneficial effects:

[0030] The present application realizes the construction of arch bridges without supports, especially the construction of arch bridges with large spans without supports. The temporary diagonal tie rods are anchored in the beam segments to realize the oblique support of the arch rib segments. The tension of the diagonal tie rods can be adjusted according to calculations. Then, column segments and beam segments are constructed above the arch rib segments, thus realizing the standardization and recycling of the cantilever assembly process, which is convenient for quality control.

[0031] The present application provides temporary vertical support for the arch rib segment through the diagonal tie rod. The load of the diagonal tie rod is decomposed into horizontal force and vertical force. The horizontal force is balanced by the prestress of the prestressed beam of the beam segment, and the vertical force is borne by the column segment and transmitted to the previous arch rib segment, so as to ensure that a stable force system is formed during the cantilever construction process. There is no need to provide additional conventional brackets or diagonal tie-hanging systems, cable hangers and other large-scale temporary facilities, which speeds up the construction progress and saves a lot of temporary engineering costs.

[0032] The present application also provides a reliable connection solution between arch rib segments and beam segments. For example, by timely tensioning the prestressed tendons after hoisting the arch rib segments to form a first-stage strength, reliable support can be provided for subsequent construction. Then, by delaying the grouting connection of the arch rib segments, the bearing capacity of the nodes between the arch rib segments is further strengthened, the durability of the nodes is improved, and the effect of strong nodes and weak components is achieved. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on the structures shown in these drawings without paying any creative work.

[0034] Figure 1 It is a schematic diagram of a construction method flow in one embodiment of the present invention;

[0035] Figure 2 It is a schematic diagram of the structure after the construction of step S2 in one embodiment of the present invention;

[0036] Figure 3 It is a schematic diagram of the structure after the first arch rib segment and the first diagonal tie rod are constructed on each side of the arch seat in one embodiment of the present invention;

[0037] Figure 4 It is a structural schematic diagram after the first column segment, the first beam segment and the beam segment prestressed tendons corresponding to the first beam segment are constructed on each side of the abutment in one embodiment of the present invention;

[0038] Figure 5 It is a structural state diagram of an embodiment of the present invention when all suspended segments are assembled and ready to be connected;

[0039] Figure 6 It is a schematic diagram of the structure after the side span is closed in one embodiment of the present invention;

[0040] Figure 7 It is a schematic diagram of the structure after the middle span closure section is cast in one embodiment of the present invention;

[0041] Figure 8 This is a schematic diagram of the structure of the entire bridge after the construction is completed in one embodiment of the present invention;

[0042] Fig. 9 is a schematic structural diagram of an arch rib segment in one embodiment of the present invention;

[0043] Fig.10 is a schematic cross-sectional view of a bell-end partition in one embodiment of the present invention;

[0044] Fig.11 It is a schematic diagram of the end surface structure of the socket-end partition in one embodiment of the present invention;

[0045] Fig.12 is a schematic cross-sectional view of an insertion end partition in one embodiment of the present invention;

[0046] Fig.13 is a schematic diagram of the end surface structure of an insertion end partition in one embodiment of the present invention;

[0047] Fig.14 is a schematic cross-sectional view of a middle partition in one embodiment of the present invention;

[0048] Fig.15 It is a schematic diagram of grouting connection between two adjacent arch rib segments in one embodiment of the present invention;

[0049] Fig.16 It is a schematic diagram of the connection structure between the abutment, the starting column segment and the starting beam segment in one embodiment of the present invention;

[0050] Fig.17 It is a schematic diagram of the stress state of the structure when the standard segments are suspended in one embodiment of the present invention.

[0051] The purpose, features and advantages of this application will be further described in conjunction with the embodiments and with reference to the accompanying drawings.

[0052] Description of Figure Numbers:

[0053] 10. Arch bridge; 20. Arch seat; 210. Full-length prestressed beam; 211. Prestressed anchor end; 212. Tension end of full-length prestressed beam; 220. First vertical reserved hole; 310. Starting column segment; 311. Second vertical reserved hole; 312. First shear key tooth; 320. Column segment; 410. Starting beam segment; 411. Third vertical reserved hole; 412. Second shear key tooth; 420. Beam segment;

[0054] 50. Arch rib segment; 510. Arch rib prestressed tendon; 520. External cast cylinder; 521. Embedded section; 5211. First shear nail; 522. Extension section; 5221. Second shear nail; 5222. Socket space; 530. Main section; 531. Socket end; 5311. Positioning keyway; 532. Insertion end; 5321. Positioning key tooth; 533. Socket end partition; 5331. First through hole; 534. Middle partition; 5341. Second through hole; 535. Insertion end partition; 5351. Third through hole; 536. Longitudinal main reinforcement; 541. First section; 542. Second section; 543. Third shear nail; 544. Fourth shear nail; 550. Tubular grouting structure layer; 60. Diagonal stay; 70. Side span joint section; 80. Middle span joint section. DETAILED DESCRIPTION

[0055] It should be understood that the specific embodiments described herein are only used to explain the present application and are not used to limit the present application.

[0056] The following will be combined with the drawings in the embodiments of the present application to clearly and completely describe the technical solutions in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0057] It should be noted that all directional indications in the embodiments of the present application (such as up, down, left, right, front, back, etc.) are only used to explain the relative position relationship, movement status, etc. between the components under a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.

[0058] In addition, the descriptions of "right part", "middle part" and the like in this application are only for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of technical features indicated. Therefore, the features defined as "right part" and "middle part" may explicitly or implicitly include at least one such feature. In addition, the technical solutions between the various embodiments can be combined with each other, but they must be based on the ability of ordinary technicians in this field to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be deemed that such combination of technical solutions does not exist and is not within the scope of protection required by this application.

[0059] Please see attached Figures 1 to 8 In one embodiment of the present application, a method for constructing an arch bridge comprises the following steps:

[0060] S1, construct the arch seat foundation (not shown) and the arch seat 20, and prefabricate the beam segment 420, the arch rib segment 50 and the column segment 320 in the factory; different from the traditional arch bridge which adopts the cast-in-place construction with a large number of brackets, this application adopts the prefabrication and assembly method, prefabricates each component in the factory in advance, and the prefabricated components can be directly transported to the site for installation, which reduces the waiting time required for on-site casting, thereby shortening the construction period of the entire bridge. Preferably, the prefabricated beam segment 420, the arch rib segment 50 and the column segment 320 are all made of ultra-high strength concrete material (UHPC). As a new type of building material, UHPC is rapidly popularized and applied in bridge engineering due to its excellent tensile and compressive properties. The prefabricated assembled bridge has the advantages of high prefabrication accuracy, guaranteed construction quality, adaptability to high-strength and lightweight components, and effective reduction of carbon emissions.

[0061] S2, installing a starting column segment 310 on the top of the abutment 20, and installing a starting beam segment 410 on the top of the starting column segment 310;

[0062] As a preferred embodiment, the step S2 of installing the starting column segment 310 on the top of the abutment 20 and installing the starting beam segment 410 on the top of the starting column segment 310 specifically includes the following steps:

[0063] A prestressed anchor end 211 is pre-buried inside the arch seat 20, a first vertical reserved hole 220 is reserved in the arch seat 20 for the through-length prestressed bundle 210 to pass through, a second vertical reserved hole 311 corresponding to the first vertical reserved hole 220 is reserved in the starting column segment 310, and a third vertical reserved hole 411 corresponding to the second vertical reserved hole 311 is reserved in the starting beam segment 410;

[0064] When hoisting the starting column segment 310 and the starting beam segment 410, the full-length prestressed bundle 210 is passed through the first vertical reserved hole 220, the second vertical reserved hole 311 and the third vertical reserved hole 411 from bottom to top, and then the tensioning end 212 of the full-length prestressed bundle is anchored to the top of the starting beam segment 410, so as to install the starting column segment 310 on the top of the arch seat 20, and install the starting beam segment 410 on the top of the starting column segment 310.

[0065] Specifically, Fig.16As shown, a prestressed anchor end 211 of the through-length prestressed bundle 210 is embedded in the arch seat 20. The prestressed anchor end 211 can provide a stable fixing point for the subsequent tensioning of the through-length prestressed bundle 210. A first vertical reserved hole 220 is reserved on the arch seat 20, and a second vertical reserved hole 311 and a third vertical reserved hole 411 corresponding to the first vertical reserved hole 220 are reserved in the starting column segment 310 and the starting beam segment 410, respectively, so that the through-length prestressed bundle 210 can pass through. When hoisting the starting column segment 310 and the starting beam segment 410, the full-length prestressed bundle 210 is passed through the first vertical reserved hole 220 of the arch seat 20, the second vertical reserved hole 311 of the starting column segment 310 and the third vertical reserved hole 411 of the starting beam segment 410 from bottom to top, and the tensioning end 212 of the full-length prestressed bundle is anchored to the top of the starting beam segment 410 to complete the installation of the full-length prestressed bundle 210.

[0066] By tensioning the full-length prestressed tendons 210, the overall stability and bearing capacity of the bridge structure can be significantly improved. The tensioning of the full-length prestressed tendons 210 can balance and resist the tensile stress and deformation that may be generated during the use of the structure, and can significantly improve the seismic performance.

[0067] S3, on each side of the arch seat 20, respectively: hoist the i-th arch rib segment 50, tension the arch rib prestressed beam 510 corresponding to the i-th arch rib segment 50, install the i-th inclined tie rod 60 and adjust it to the designed tension force, hoist the i-th column segment 320, hoist the i-th beam segment 420, and tension the beam segment prestressed beam corresponding to the i-th beam segment 420 (not shown in the figure); wherein i is a positive integer, the starting value of i is 1, one end of the i-th inclined tie rod 60 is anchored to the starting beam segment 410, and the other end is anchored to the i-th arch rib segment 50, the lower end of the i-th column segment 320 is connected to the i-th arch rib segment 50, and the upper end of the i-th column segment 320 is connected to the i-th beam segment 420;

[0068] For example, when i is the starting value 1, on each side of the arch seat 20, respectively: hoist the first arch rib segment 50, tension the arch rib prestressed bundle 510 corresponding to the first arch rib segment 50, the arch rib prestressed bundle 510 extends along the extension direction of the arch rib segment 50, install the first inclined tie rod 60 and adjust it to the designed tension force, hoist the first column segment 320, hoist the first beam segment 420, tension the beam segment prestressed bundle corresponding to the first beam segment 420, the beam segment prestressed bundle extends along the extension direction of the beam segment 420 (along the bridge direction), wherein one end of the first inclined tie rod 60 is anchored to the starting beam segment 410, preferably anchored at the starting beam segment 410. The beam segment 410 is close to one end of the first beam segment 420, and the other end is anchored to the first rib segment 50, preferably anchored to the end of the first rib segment 50 away from the starting column segment 310, the lower end of the first column segment 320 is connected to the first rib segment 50, preferably, the lower end of the first column segment 320 is connected to the end of the first rib segment 50 away from the starting column segment 310, and the upper end of the first column segment 320 is connected to the first beam segment 420, preferably, the upper end of the first column segment 320 is connected to the end of the first beam segment 420 away from the starting beam segment 410.

[0069] S4, on each side of the arch seat 20, respectively: hoist the i+1th arch rib segment 50, tension the arch rib prestressed beam 510 corresponding to the i+1th arch rib segment 50, install the i+1th inclined tie rod 60 and adjust it to the designed tension force, hoist the i+1th column segment 320, hoist the i+1th beam segment 420, and tension the beam segment prestressed beam corresponding to the i+1th beam segment 420; wherein, one end of the i+1th inclined tie rod 60 is anchored to the i+1th beam segment 420, and the other end is anchored to the i+1th arch rib segment 50, the lower end of the i+1th column segment 320 is connected to the i+1th arch rib segment 50, and the upper end of the i+1th column segment 320 is connected to the i+1th beam segment 420;

[0070] S5, determining whether the i+1th beam segment 420 is the second beam segment 420; if so, connecting the starting beam segment 410 and the i-th beam segment 420, and connecting the i-th arch rib segment 50 and the arch seat 20; if not, proceeding to step S6;

[0071] It should be noted that step S5 needs to determine whether the i+1th beam segment 420 is the second beam segment 420. For example, when i is 1, the i+1th beam segment 420 is the second beam segment 420. At this time, the starting beam segment 410 and the first beam segment 420 are connected, and the starting arch rib segment 50 and the first arch rib segment 50 are connected. For example, when i is 2, the i+1th beam segment 420 is the third beam segment 420, and then step S6 is entered.

[0072] S6, determine whether the i+1th beam segment 420 is the Nth beam segment 420; if so, proceed to step S7; if not, connect the i-1th beam segment 420 and the i-th beam segment 420, and connect the i-1th arch rib segment 50 and the i-th arch rib segment 50, assign i+1 to i, and return to step S4; wherein the Nth beam segment 420 is the beam segment 420 corresponding to the maximum cantilever state;

[0073] It should be noted that step S6 needs to determine whether the i+1th beam segment 420 is the beam segment N corresponding to the single-sided maximum cantilever state. If yes, enter step S7. If not, connect the i-1th beam segment 420 and the i-th beam segment 420, and connect the i-1th arch rib segment 50 and the i-th arch rib segment 50, assign i+1 to i, and return to step S4; for example, when i is 3, the fourth beam segment 420 is not the beam segment N corresponding to the single-sided maximum cantilever state. At this time, connect the second beam segment 420 and the third beam segment 420, and connect the second arch rib segment 50 and the third arch rib segment 50, assign i+1 to i, and then i becomes 4, and return to step S4;

[0074] S7, connecting the N-1th beam segment 420 and the Nth beam segment 420, and connecting the N-1th arch rib segment 50 and the Nth arch rib segment 50; that is, connecting the last two beam segments 420 in the cantilever assembly process, and connecting the last two arch rib segments 50.

[0075] S8, installing the side span closure section 70, closing the side span, and then installing and casting the middle span closure section 80, closing the entire bridge;

[0076] S9, remove the inclined rods 60 from the mid-span to the arch seat 20 in sequence, seal the construction holes, and complete the bridge construction.

[0077] The present application realizes the construction of the arch bridge 10 without a support, especially the construction of a large-span arch bridge without a support, by anchoring a temporary diagonal tie rod 60 on the beam segment 420 to realize the oblique support of the arch rib segment 50, the tension of the diagonal tie rod 60 can be adjusted according to calculation, and then the column segment 320 and the beam segment 420 are constructed above the arch rib segment 50, so as to realize the standardization and recycling of the cantilever assembly process, and facilitate quality control;

[0078] The present application provides temporary vertical support for the arch rib segment 50 through the inclined tie rod 60. The load of the inclined tie rod 60 is decomposed into horizontal force and vertical force, wherein the horizontal force is balanced by the prestress of the prestressed beam of the beam segment, and the vertical force is borne by the column segment 320 and transmitted to the previous arch rib segment 50, so as to ensure that a stable force system is formed during the cantilever construction process, and there is no need to provide additional conventional brackets or inclined tie-hanging systems, cable hangers and other large-scale temporary facilities, which speeds up the construction progress and saves a lot of temporary engineering costs;

[0079] As a preferred embodiment, the top of the starting column segment 310 is recessed with a first shear key groove (not shown in the figure), the bottom of the starting column segment 310 is convexly provided with a first shear key tooth 312, the bottom of the starting beam segment 410 is convexly provided with a second shear key tooth 412 arranged one-to-one with the first shear key groove, and the top of the arch seat 20 is recessed with a second shear key groove (not shown in the figure) arranged one-to-one with the first shear key tooth 312; wherein, the starting column segment 310 is hoisted on the top of the arch seat 20. 10, structural adhesive is applied to the surface where the first shear key tooth 312 contacts with the second shear key groove, and when the starting beam segment 410 is hoisted on the top of the starting column segment 310, structural adhesive is applied to the surface where the second shear key tooth 412 contacts with the first shear key groove, and then the interface between the starting beam segment 410 and the starting column segment 310 and the interface between the starting column segment 310 and the arch seat 20 are compressed and sealed by tensioning the through-length prestressed beam 210.

[0080] Specifically, the shear key teeth and the shear key grooves are arranged correspondingly, and the use of the shear key teeth and the shear key grooves for docking has a self-centering function. After the structural adhesive is applied, the starting beam segment 410 and the starting column segment 310, as well as the starting column segment 310 and the arch seat 20 can be automatically and accurately aligned while being tensioned by the external prestressed beam (the full-length prestressed beam 210). The connection interface is then tightened by tensioning the full-length prestressed beam 210, ensuring a tight fit at the connection and enhancing the durability of the structure. The application of the structural adhesive improves the sealing of the connection, prevents moisture intrusion, and reduces the risk of corrosion and aging.

[0081] As a preferred embodiment, each of the arch rib segments 50 includes a bell end 531 and an insertion end 532 which are arranged relatively to each other along its own extension direction, wherein the end of the bell end 531 is fixedly connected to an external casting cylinder 520, and the shape of the external casting cylinder 520 matches the shape of the bell end 531. After the insertion end 532 of the i+1th arch rib segment 50 is inserted into the external casting cylinder 520 corresponding to the i-th arch rib segment 50 and connected with the bell end 531 of the i-th arch rib segment 50, a tubular concrete pouring space is formed between the external casting cylinder 520 and the insertion end 532, and ultra-high performance concrete is poured in the tubular concrete pouring space to form a tubular grouting structure layer 550.

[0082] like Fig.15As shown, the insertion end 532 of the i+1 arch rib segment 50 is inserted into the external casting cylinder 520 corresponding to the i arch rib segment 50, and is connected to the socket end 531 of the i arch rib segment 50, and a tubular concrete casting space is formed between the insertion end 532 and the external casting cylinder 520. Ultra-high performance concrete (UHPC) is cast in the tubular concrete casting space, and after being strengthened, a tubular grouting structure layer 550 is formed, thereby achieving a firm connection between the arch rib segments 50. It is worth noting that the precision control and reliability during the construction process directly affect the durability and safety of the structure during operation. Many prefabricated structures cannot be installed on site due to the manufacturing accuracy that cannot meet the requirements, and the fault tolerance of the structural design is too low, resulting in the abandonment of prefabricated components. In this embodiment, through this grouting connection scheme, the docking space between the insertion end 532 and the socket end 531 is large, the prefabricated structure tolerance is large, and the joint construction is convenient.

[0083] Furthermore, the socket end 531 of each arch rib segment 50 is recessed with a positioning key groove 5311, and the insertion end 532 is convexly provided with a positioning key tooth 5321 arranged in a one-to-one correspondence with the positioning key groove 5311, and the positioning key tooth 5321 of the insertion end 532 of the i+1th arch rib segment 50 is inserted into the positioning key groove 5311 of the socket end 531 of the i-th arch rib segment 50.

[0084] Specifically, when two adjacent arch rib segments 50 are connected: the positioning key tooth 5321 on the insertion end 532 of the i+1th arch rib segment 50 is inserted into the positioning key groove 5311 of the socket end 531 of the i-th arch rib segment 50. The positioning key tooth 5321 cooperates with the positioning key groove 5311 to improve the positioning accuracy of the connection between the arch rib segments 50, ensuring that each segment can be accurately aligned. The use of the positioning key groove 5311 and the positioning key tooth 5321 simplifies the on-site installation process and improves construction efficiency. It is more noteworthy that the cooperation between the positioning key groove 5311 and the positioning key tooth 5321 can quickly achieve the initial positioning of two adjacent arch rib segments 50. Combined with the above-mentioned grouting connection, it can further reduce the positioning accuracy requirements of the prefabricated assembly, making the construction of the joint more convenient.

[0085] As a preferred embodiment, each of the arch rib segments 50 is a box-shaped structure, including a socket end partition 533, a middle partition 534 and an insertion end partition 535 arranged at intervals along the extension direction thereof, wherein the socket end partition 533 is provided with a first through hole 5331 for the arch rib prestressed bundle 510 to pass through, the middle partition 534 is provided with a second through hole 5341 arranged one-to-one corresponding to the first through hole 5331, and the insertion end partition 535 is provided with a third through hole 5351 arranged one-to-one corresponding to the second through hole 5341;

[0086] When connecting the i+1th arch rib segment 50 and the i-th arch rib segment 50, the arch rib prestressed bundle 510 is passed through the first through hole 5331 corresponding to the i+1th arch rib segment 50, the second through hole 5341, the third through hole 5351 and the first through hole 5331 corresponding to the i-th arch rib segment 50, and then one end of the arch rib prestressed bundle 510 is anchored to the socket end partition 533 of the i-th arch rib segment 50, and the other end is anchored to the socket end partition 533 of the i+1th arch rib segment 50.

[0087] Specifically, each arch rib segment 50 is a box-type structure, which has high rigidity and stability. The arrangement of multiple partitions including the socket end partition 533, the middle partition 534 and the inserted end partition 535 not only enhances the strength of the arch rib segment 50, but also provides a structural basis for the arrangement and tensioning of the arch rib prestressed bundle 510 therein.

[0088] When it is necessary to connect the i+1 arch rib segment 50 and the i-th arch rib segment 50, firstly, the arch rib prestressed bundle 510 is passed through the first through hole 5331 on the spigot end partition 533 of the i+1 arch rib segment 50, and then passes through the second through hole 5341 and the third through hole 5351 of the segment in sequence, and then enters the first through hole 5331 corresponding to the i-th arch rib segment 50, and then the two ends of the arch rib prestressed bundle 510 are respectively anchored to the spigot end partition 533 of the i-th arch rib segment 50 and the spigot end partition 533 of the i+1 arch rib segment 50, so that the two arch rib segments 50 are connected into a whole through the arch rib prestressed bundle 510. This connection method not only improves the stiffness and strength of the arch rib segment 50, but also enhances the stability of the entire arch bridge 10. The external prestressed bundle improves the structural bearing capacity and disaster resistance toughness, and the overall performance of the structure is better under dynamic effects such as earthquakes. The box-type structure has good sealing and durability, and can effectively prevent the arch rib prestressed tendons 510 from being corroded and damaged. During the later use of the bridge, the maintenance cost of the prestressed tendons is relatively low.

[0089] Preferably, the arch rib segment 50 adopts a UHPC box structure, which can give full play to the excellent compressive performance of UHPC and fully utilize its tensile performance during the construction stage.

[0090] Furthermore, the pouring time of the ultra-high performance concrete in the tubular concrete pouring space between the i+1th arch rib segment 50 and the ith arch rib segment 50 is to lag the tensioning of the arch rib prestressed beam 510 by 1 to 3 segments. The pouring time of the ultra-high performance concrete (UHPC) lags the tensioning of the arch rib prestressed beam 510 by 1 to 3 segments, that is, after the arch rib prestressed beam 510 is tensioned, the pouring of the UHPC of the corresponding segment is performed after waiting for 1 to 3 segments, which can ensure that the structure is in a stable state before pouring, reducing the uncertainty in the grouting construction process.

[0091] Please see attached Figures 9 to 15 As a preferred embodiment, the external casting cylinder 520 includes an embedded section 521 and an extension section 522 which are arranged relatively along its own extension direction, wherein the embedded section 521 is fixedly connected to the socket end 531, and the extension section 522 extends from the embedded section 521 to the outside of the socket end 531 in a direction away from the insertion end 532 to form a socket space 5222 for the insertion end 532 of the next arch rib segment 50 to be inserted, and the inner wall of the embedded section 521 is provided with multiple layers along the extension direction of the external casting cylinder 520. A first shear nail layer (not shown) arranged at intervals, each layer of the first shear nail layer includes a plurality of first shear nails 5211 arranged at intervals along the circumference of the embedded section 521, and each of the first shear nails 5211 is embedded in the concrete in the socket-end partition 533; the inner wall of the extension section 522 is provided with a plurality of second shear nail layers (not shown) arranged at intervals along the extension direction of the external cast cylinder 520, and each layer of the second shear nail layer includes a plurality of second shear nails 5221 arranged at intervals along the circumference of the extension section 522.

[0092] Specifically, the provision of the first shear nail 5211 and the second shear nail 5221 enhances the shear resistance between the arch rib segments 50 and reduces the structural damage caused by shear force. In addition, the external cast cylinder 520 is reliably connected through the second shear nail 5221 and the tubular grouting structure layer 550 described later, which can further enhance the strength of the connection node between two adjacent arch rib segments 50.

[0093] As a preferred embodiment, it also includes a steel pipe (not shown in the figure) arranged at the insertion end 532, and the steel pipe includes a first section 541 and a second section 542 arranged relatively to each other along its own extension direction, the first section 541 is connected to the inside of the socket end partition 533, and the second section 542 is connected to the outer peripheral wall of the socket end partition 533, wherein a plurality of third shear nail layers (not shown in the figure) arranged at intervals along the extension direction of the steel pipe are arranged on the outer peripheral wall of the steel pipe, and a plurality of fourth shear nail layers (not shown in the figure) arranged at intervals along the extension direction of the steel pipe are arranged on the inner peripheral wall of the steel pipe, wherein each layer of the third shear nail layer includes a plurality of third shear nails 543 arranged at intervals along the circumference of the steel pipe, and each layer of the fourth shear nail layer includes a plurality of fourth shear nails 544 arranged at intervals along the circumference of the steel pipe.

[0094] Specifically, the third shear nail 543 and the fourth shear nail 544 enhance the shear resistance between the arch rib segments 50 and reduce the structural damage caused by shear force. In addition, the steel pipe is reliably connected to the tubular grouting structure layer 550 through the fourth shear nail 544, which can further enhance the strength of the connection node between two adjacent arch rib segments 50.

[0095] As a preferred embodiment, the interior of the arch rib segment 50 is provided with a longitudinal main reinforcement 536 along its own extension direction, one end of the longitudinal main reinforcement 536 extends out of the socket end partition 533 and matches the extension section 522, and the other end of the longitudinal main reinforcement 536 extends out of the insertion end partition 535 and is located on the outside of the steel pipe.

[0096] Please refer to Fig. 9 The longitudinal main reinforcement 536 is arranged at intervals in the tubular grouting space, which can effectively avoid the steel bar conflict when the segments are butted, and at the same time provide continuous longitudinal bearing capacity for the arch rib segment 50.

[0097] As an optional implementation, the step S9 of sequentially removing the diagonal braces 60 from the mid-span to the abutment 20 specifically includes the steps of: sequentially and symmetrically removing the diagonal braces 60 in pairs from the mid-span to the abutment 20. By symmetrically removing the diagonal braces 60 in pairs, it is possible to ensure that the structure always maintains a symmetrical stress state during the removal process, reduce the risk of structural deviation, reduce the stress concentration phenomenon caused by the removal of the single-sided diagonal braces 60, and reduce the possibility of structural damage caused by excessive local stress.

[0098] As another optional implementation, the step S9 of sequentially removing the diagonal braces 60 from the mid-span to the abutment 20 specifically includes the steps of: dividing all the diagonal braces 60 into 3 to 5 groups, sequentially removing them one by one from the mid-span to the abutment 20, and removing the next group of diagonal braces 60 after all the previous group of diagonal braces 60 are removed. By dividing all the diagonal braces 60 into 3 to 5 groups, batch removal can be achieved. Compared with pair-by-pair removal, this method can reduce the number of diagonal braces 60 removed each time, thereby speeding up the removal. The next group of diagonal braces 60 can be removed only after all the previous group of diagonal braces 60 are removed. This sequence ensures that each removal occurs on the basis of structural stability, reducing construction risks.

[0099] As a preferred embodiment, according to the force on the cantilever end node of the i-th arch rib segment 50, a group of internal force balance equations is established to solve the tension of the i-th diagonal tie rod 60, and according to the force on the cantilever end node of the i-1-th beam segment 420, a group of internal force balance equations is established to solve the prestress of the beam segment prestressed bundle corresponding to the i-1-th beam segment 420.

[0100] For details, please refer to the attached Fig.17 , the stress state of the structure when the standard segment is suspended has the following relationship:

[0101] (1)

[0102] There is a force balance at the cantilever end node of the i-th rib segment 50:

[0103] (2)

[0104] There is a force balance at the cantilever end node of the i-1th beam segment 420:

[0105] (3)

[0106] Where: is the vertical load of the i-th column segment 320; is the tension force of the i-th diagonal tie rod 60; is the axial force of the i-th arch rib segment 50; is the prestressing value of the i-1th beam segment 420; is the deadweight of the i-th beam segment 420; is the deadweight of the i-th column segment 320; is the deadweight of the ith arch rib segment 50, and α is The angle between the horizontal direction and The angle with the horizontal.

[0107] Specifically, since concrete components are less sensitive to pressure loads (large compressive bearing capacity), the tension of the components or steel strands needs to be strictly controlled during the cantilever construction stage. According to the above formula, to solve the tension of the temporary diagonal brace 60 at the current stage, it is only necessary to determine the deadweight of the beam segment 420 and the column segment 320 to be installed at the current stage, the deadweight of the arch rib segment 50 of this segment, and the angle relationship between the arch rib segment 50 and the diagonal brace 60. The tension of the temporary diagonal brace 60 can be solved by equation group (2): , and then use equation group (3) to calculate the prestressing value of the previous segment beam segment 420 .

[0108] This embodiment provides a method for specifically calculating the tensioning force of the i-th diagonal brace 60 and the prestressing value of the i-1-th beam section 420. The method of this embodiment can quickly and accurately calculate the tensioning force required for the corresponding diagonal brace 60 and the prestressing force required for the corresponding beam section 420, which can improve the overall stability of the bridge structure and ensure that the structure can remain stable when suspended. This embodiment helps to optimize the structural design by establishing a group of internal force balance equations for solution, ensuring that the arrangement of the diagonal brace 60 and the prestressing beam is more reasonable and reducing unnecessary material waste. By calculating the tensioning force of the diagonal brace 60 and the prestressing force of the beam section prestressing beam in advance, it can guide on-site construction and improve construction efficiency. The reasonable tensioning force of the diagonal brace 60 and the beam section prestressing beam helps to improve the safety and durability of the structure and reduce problems that may occur during the use of the structure.

[0109] In addition, as a preferred implementation, before construction, the tensioning force of the diagonal rods 60 corresponding to each segment and the prestressing value of the beam segment 420 should be gradually back-calculated to the starting beam segment 410 based on the Nth beam segment 420 to form a loading table, and the corresponding loads should be tensioned according to the loading table during construction.

[0110] The above are only preferred embodiments of the present application, and the protection scope of the present application is not limited thereto. Any equivalent structure or equivalent process transformation made using the contents of the present application specification and drawings, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present application.

Claims

1. A method for constructing an arch bridge, characterized in that: The following steps are involved: S1, construct the abutment foundation and abutment, and prefabricate the beam segments, arch rib segments and column segments in the factory; S2, installing a starting column segment on the top of the abutment, and installing a starting beam segment on the top of the starting column segment; S3, on each side of the arch seat, respectively: hoist the ith arch rib segment, tension the arch rib prestressed tendon corresponding to the ith arch rib segment, install the ith inclined tie rod and adjust it to the designed tension force, hoist the ith column segment, hoist the ith beam segment, and tension the beam segment prestressed tendon corresponding to the ith beam segment; wherein, i is a positive integer, the initial value of i is 1, one end of the ith inclined tie rod is anchored to the initial beam segment, and the other end is anchored to the ith arch rib segment, the lower end of the ith column segment is connected to the ith arch rib segment, and the upper end of the ith column segment is connected to the ith beam segment; S4, on each side of the arch seat, respectively: hoist the i+1th arch rib segment, tension the arch rib prestressed bundle corresponding to the i+1th arch rib segment, install the i+1th inclined tie rod and adjust it to the designed tension force, hoist the i+1th column segment, hoist the i+1th beam segment, and tension the beam segment prestressed bundle corresponding to the i+1th beam segment; wherein one end of the i+1th inclined tie rod is anchored to the i+1th beam segment, and the other end is anchored to the i+1th arch rib segment, the lower end of the i+1th column segment is connected to the i+1th arch rib segment, and the upper end of the i+1th column segment is connected to the i+1th beam segment; S5, determining whether the i+1th beam segment is the second beam segment; if so, connecting the starting beam segment and the i-th beam segment, and connecting the i-th arch rib segment and the arch seat; if not, proceeding to step S6; S6, determine whether the i+1th beam segment is the Nth beam segment; if so, proceed to step S7; if not, connect the i-1th beam segment and the i-th beam segment, and connect the i-1th arch rib segment and the i-th arch rib segment, assign i+1 to i, and return to step S4; wherein the Nth beam segment is the beam segment corresponding to the maximum cantilever state; S7, connecting the N-1th beam segment and the Nth beam segment, and connecting the N-1th arch rib segment and the Nth arch rib segment; S8, install the side span closure section, close the side span, install and cast the middle span closure section, and close the entire bridge; S9, remove the diagonal rods from the mid-span to the arch seat, seal the construction holes, and complete the bridge construction.

2. The arch bridge construction method according to claim 1, characterized in that: In step S2, installing the starting column segment on the top of the abutment, and installing the starting beam segment on the top of the starting column segment specifically include the following steps: A prestressed anchor end is pre-buried inside the arch seat, a first vertical reserved hole is reserved in the arch seat for the through-length prestressed bundle to pass through, a second vertical reserved hole corresponding to the first vertical reserved hole is reserved in the starting column segment, and a third vertical reserved hole corresponding to the second vertical reserved hole is reserved in the starting beam segment; When hoisting the starting column segment and the starting beam segment, the full-length prestressed beam is passed through the first vertical reserved hole, the second vertical reserved hole and the third vertical reserved hole from bottom to top in sequence, and then the tensioning end of the full-length prestressed beam is anchored to the top of the starting beam segment, and the starting column segment is installed on the top of the arch seat, and the starting beam segment is installed on the top of the starting column segment.

3. The arch bridge construction method according to claim 2, characterized in that: The top of the starting column segment is recessed with a first shear key groove, the bottom of the starting column segment is protruding with a first shear key tooth, the bottom of the starting beam segment is protruding with a second shear key tooth arranged in a one-to-one correspondence with the first shear key groove, and the top of the arch seat is recessed with a second shear key groove arranged in a one-to-one correspondence with the first shear key tooth; wherein, when the starting column segment is hoisted on the top of the arch seat, structural adhesive is applied to the surface where the first shear key tooth contacts the second shear key groove, and when the starting beam segment is hoisted on the top of the starting column segment, structural adhesive is applied to the surface where the second shear key tooth contacts the first shear key groove, and then the interface between the starting beam segment and the starting column segment and the interface between the starting column segment and the arch seat are compressed and sealed by tensioning the through-length prestressed beam.

4. The arch bridge construction method according to claim 2, characterized in that: Each of the arch rib segments includes a socket end and an insertion end which are arranged relatively to each other along the extension direction thereof, wherein the end of the socket end is fixedly connected with an external casting cylinder, the shape of the external casting cylinder matches the shape of the socket end, and after the insertion end of the i+1th arch rib segment is inserted into the external casting cylinder corresponding to the i-th arch rib segment and connected with the socket end of the i-th arch rib segment, a tubular concrete pouring space is formed between the external casting cylinder and the insertion end, and ultra-high performance concrete is poured in the tubular concrete pouring space to form a tubular grouting structure layer.

5. The arch bridge construction method according to claim 4, characterized in that: The socket end of each arch rib segment is recessed with a positioning key groove, and the insertion end is convexly provided with positioning key teeth arranged one-to-one corresponding to the positioning key groove, and the positioning key teeth of the insertion end of the i+1th arch rib segment are inserted into the positioning key groove of the socket end of the i-th arch rib segment.

6. The arch bridge construction method according to claim 2, characterized in that: Each of the arch rib segments is a box-shaped structure, including a socket end partition, a middle partition and an insertion end partition arranged at intervals along the extension direction thereof, wherein the socket end partition is provided with a first through hole for the arch rib prestressed bundle to pass through, the middle partition is provided with a second through hole arranged one-to-one with the first through hole, and the insertion end partition is provided with a third through hole arranged one-to-one with the second through hole; When connecting the i+1th arch rib segment and the i-th arch rib segment, the arch rib prestressed bundle is passed through the first through hole corresponding to the i+1th arch rib segment, the second through hole, the third through hole and the first through hole corresponding to the i-th arch rib segment, and then one end of the arch rib prestressed bundle is anchored to the socket end bulkhead of the i-th arch rib segment, and the other end is anchored to the socket end bulkhead of the i+1th arch rib segment.

7. The arch bridge construction method according to claim 6, characterized in that: The pouring time of the ultra-high performance concrete in the tubular concrete pouring space between the i+1th arch rib segment and the ith arch rib segment is to lag the tensioning of the arch rib prestressed tendons by 1 to 3 segments.

8. The arch bridge construction method according to claim 1, characterized in that: The step S9 of sequentially removing the diagonal braces from the mid-span to the abutment specifically includes the steps of: sequentially and symmetrically removing the diagonal braces in pairs from the mid-span to the abutment.

9. The arch bridge construction method according to claim 1, characterized in that: The step S9 in which the inclined braces are removed sequentially from the mid-span to the arch seat specifically includes the following steps: all the inclined braces are divided into 3 to 5 groups, and are removed one by one from the mid-span to the arch seat, and the next group of inclined braces are removed after all the inclined braces of the previous group are removed.

10. The arch bridge construction method according to claim 1, characterized in that: According to the force on the cantilever end node of the i-th arch rib segment, a group of internal force equilibrium equations is established to solve the tension force of the i-th inclined tie rod. According to the force on the cantilever end node of the i-1-th beam segment, a group of internal force equilibrium equations is established to solve the prestress of the prestressed beam corresponding to the i-1-th beam segment.

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