Pedestrian catenary plate arch bridge and construction method thereof

Abstract

The present invention provides a pedestrian catenary arch bridge and a construction method thereof, comprising an upper bridge deck assembly and a lower support assembly, wherein the lower support assembly comprises a saddle, an arch ring assembly and an arch seat, the saddle is connected to the top of the arch ring assembly, the upper bridge deck assembly comprises a cable anchor assembly, a cable, a cable clamp assembly and a bridge deck assembly, the two ends of the cable are respectively connected to corresponding cable anchor units, and the middle of the cable is placed in a cable groove of the saddle, each cable clamp unit comprises a clamping part and a connecting part, the clamping part is used to clamp the cable, the bridge deck assembly is located above the cable, and the connecting part of the bridge deck assembly and the cable clamp unit is connected. The present application is suitable for complex terrains such as deep valleys, river valleys and large rivers, and eliminates the temporary facilities such as full-height brackets and inclined buckles required for conventional arch bridge solutions, greatly reducing the workload of temporary measures, achieving maximum protection for the ecological environment at the bridge location, and having good adaptability to the stability of the slope behind the arch seat.

Description

Technical Field

[0001] The present application relates to the technical field of bridge engineering, and in particular to a pedestrian catenary plate arch bridge and a construction method thereof. Background Art

[0002] As tourism demand grows and pedestrian transportation in scenic natural areas increases, pedestrian bridges and cableways are becoming increasingly common crossing methods for valleys and rivers. However, due to the limited capacity of cableways and the limited number of people they can accommodate, pedestrian bridges remain the preferred option within a relatively adequate budget. Arch bridges, with their long history of application and elegant form, continue to hold promise, especially for pedestrian bridges where aesthetically pleasing and aesthetically pleasing features are crucial.

[0003] At present, there are three main methods for the construction of conventional arch bridges:

[0004] First, by setting up full-span scaffolding and then carrying out cast-in-place construction, it has poor applicability to situations where there is no large-scale scaffolding under the bridge, such as deep canyons, river valleys, and navigable waterways, which greatly limits the application scenarios of arch bridges.

[0005] The second is the inclined cable hanging method, which involves casting the arch ring in sections, setting up a temporary steel tower above the arch seat, and hanging the arch ring on the steel tower through inclined cable buckles. This method requires the construction of complex steel towers and large anchor blocks. The temporary construction workload is large, the structural construction period is long, and the impact on the environment is also large.

[0006] The third method is the steel tube concrete rigid skeleton method. This method first closes the steel tube concrete arch, then erects formwork and pours concrete on the steel tube concrete arch to form the concrete arch ring. This method is complex and has a long construction period, making it only suitable for very long span concrete arch bridges.

[0007] In addition, for the arch buildings of the slab arch bridge, structural construction needs to be carried out on the arch, and requirements are put forward for the stability of the slope behind the arch seat. At the same time, it will inevitably cause great damage to the ecological environment of the slope behind the arch seat.

[0008] In view of this, it is necessary to propose a pedestrian catenary plate arch bridge and a construction method thereof to solve or at least alleviate the above-mentioned defects. Summary of the Invention

[0009] The main purpose of this application is to provide a pedestrian catenary plate arch bridge and a construction method thereof, so as to solve the technical problem that the existing pedestrian arch bridge scheme is difficult to apply to deep canyons / river valleys.

[0010] To achieve the above-mentioned objectives, the present application provides a pedestrian catenary plate arch bridge, comprising an upper bridge deck assembly and a lower support assembly, wherein the lower support assembly comprises a turning cable saddle, an arch ring assembly, and two abutments located at both ends of the arch ring assembly, the two ends of the arch ring assembly are respectively connected to the corresponding abutments, and the turning cable saddle is fixed to the top of the arch ring assembly;

[0011] The upper bridge deck assembly includes a cable anchor assembly, a cable, a cable clamp assembly, and a bridge deck assembly, wherein the cable anchor assembly includes two cable anchor units respectively anchored on both sides of a valley or river valley; the two ends of the cable are respectively connected to the corresponding cable anchor units, and the middle part of the cable is placed in the cable groove of the rotating saddle;

[0012] The cable clamp assembly includes cable clamp units arranged at intervals along the extension direction of the cable, each of the cable clamp units includes a clamping portion and a connecting portion, the clamping portion is used to clamp the cable, the bridge deck assembly is located above the cable, and the bridge deck assembly is connected to the connecting portion.

[0013] Preferably, the arch ring assembly includes a plurality of middle arch ring units connected side by side along the transverse bridge direction, two first side arch ring units and a second side arch ring unit respectively located on both sides of the middle arch ring unit, the first side arch ring unit, the second side arch ring unit and the middle arch ring unit are connected side by side along the transverse bridge direction, and the arch tops of the first side arch ring unit, the second side arch ring unit and the middle arch ring unit are all fixed with the rotating cable saddle;

[0014] Among them, a first concrete pouring space is formed between the middle arch ring unit and the first side arch ring unit, a second concrete pouring space is formed between the middle arch ring unit and the second side arch ring unit, and the two adjacent middle arch ring units also form a third concrete pouring space. Shrinkage compensating concrete is poured in the first concrete pouring space to form a first post-poured structural layer, shrinkage compensating concrete is poured in the second concrete pouring space to form a second post-poured structural layer, and shrinkage compensating concrete is poured in the third concrete pouring space to form a third post-poured structural layer.

[0015] Preferably, the arch ring assembly includes two third side arch ring units connected side by side along the transverse bridge direction, and the turning saddle is fixed on the top of each of the third side arch ring units. A fourth concrete pouring space is formed between the two third side arch ring units, and shrinkage compensating concrete is poured in the fourth concrete pouring space to form a fourth post-cast structural layer.

[0016] Preferably, the first edge arch ring unit includes a first bottom plate, a first web plate, and a first transverse diaphragm, wherein the first web plate is connected to the top of the first bottom plate, the bottom surface of the first transverse diaphragm is connected to the top surface of the first bottom plate, and the side surface of the first transverse diaphragm is connected to the side wall of the first web plate;

[0017] The second edge arch ring unit includes a second bottom plate, a second web plate, and a second transverse diaphragm, wherein the second web plate is connected to the top of the second bottom plate, the bottom surface of the second transverse diaphragm is connected to the top surface of the second bottom plate, and the side surface of the second transverse diaphragm is connected to the side wall of the second web plate;

[0018] Each of the intermediate arch ring units includes a third bottom plate, a third web plate, and two third and fourth transverse diaphragms connected to both sides of the third web plate, respectively. The bottom surfaces of the third and fourth transverse diaphragms are connected to the top surface of the third bottom plate.

[0019] The first post-cast structural layer is cast between the first web and the third web, the second post-cast structural layer is cast between the second web and the third web, and the third post-cast structural layer is cast between two adjacent third webs.

[0020] Preferably, the first base plate is provided with a first shear key groove on the side wall close to the adjacent third base plate, the second base plate is provided with a first shear key tooth on the side wall close to the adjacent third base plate, the side wall of the third base plate adjacent to the first base plate is provided with a second shear key tooth arranged in a one-to-one correspondence with the first shear key groove, the side wall of the third base plate adjacent to the second base plate is provided with a second shear key groove arranged in a one-to-one correspondence with the first shear key tooth, the second shear key tooth is inserted into the corresponding first shear key groove, and the first shear key tooth is inserted into the corresponding second shear key groove.

[0021] Preferably, the first side arch ring unit further includes a first U-shaped embedded steel bar, one end of which is connected to the top of the first web, and the other end is arranged in the first concrete pouring space; the second side arch ring unit further includes a second U-shaped embedded steel bar, one end of which is connected to the top of the second web, and the other end is arranged in the second concrete pouring space;

[0022] Each of the intermediate arch ring units also includes a third U-shaped embedded steel bar and a fourth U-shaped embedded steel bar. One end of the third U-shaped embedded steel bar close to the first side arch ring unit is connected to the top of the third web, and the other end is arranged in the first concrete pouring space. One end of the fourth U-shaped embedded steel bar close to the second side arch ring unit is connected to the top of the third web, and the other end is arranged in the second concrete pouring space. The fourth U-shaped embedded steel bar of the previous intermediate arch ring unit and the third U-shaped embedded steel bar of the next intermediate arch ring unit are both arranged in the third concrete pouring space.

[0023] Preferably, a first steel mesh is laid above the first U-shaped embedded steel bars and the third U-shaped embedded steel bars in the first concrete pouring space, a second steel mesh is laid above the second U-shaped embedded steel bars and the fourth U-shaped embedded steel bars in the second concrete pouring space, and a third steel mesh is laid above the third U-shaped embedded steel bars and the fourth U-shaped embedded steel bars in the third concrete pouring space.

[0024] Preferably, the arch seat is provided with a groove within the range corresponding to the arch ring component, and the bottom surface of the groove is recessed with a third positioning key groove, the first web and / or the first bottom plate are convexly provided with a third positioning key tooth arranged corresponding to the third positioning key groove, the second web and / or the second bottom plate are convexly provided with a fourth positioning key tooth arranged corresponding to the third positioning key groove, the third web and / or the third bottom plate are convexly provided with a fifth positioning key tooth arranged corresponding to the third positioning key groove, and the third positioning key tooth, the fourth positioning key tooth and the fifth positioning key tooth are all inserted into the corresponding third positioning key groove.

[0025] Preferably, the connecting portion is a nail group connecting plate.

[0026] The present application also provides a construction method for a pedestrian catenary plate arch bridge, which is applied to the above-mentioned pedestrian catenary plate arch bridge and includes the following steps:

[0027] S1, on-site construction of abutment and cable anchorage components;

[0028] S2: Prefabricate the intermediate arch ring unit, the first side arch ring unit, the second side arch ring unit, and the bridge deck assembly in the factory, process the cables, cable clamp assemblies, and cable saddles, and install the cable saddles on the arch tops of the intermediate arch ring unit, the first side arch ring unit, and the second side arch ring unit;

[0029] S3: After the first side arch ring unit is assembled correctly, the first side arch ring unit is formally assembled. After the first intermediate arch ring unit is assembled correctly, a certain space is removed from the joint, structural adhesive is applied to the first shear key groove, and the first intermediate arch ring unit is assembled.

[0030] S4, after the i-th intermediate arch ring unit is assembled correctly, the joint is moved away by a certain space, structural adhesive is applied to the second shear key groove of the i-1-th intermediate arch ring unit, and then the i-th intermediate arch ring unit is assembled; wherein the initial value of i is 2, and i is a positive integer; it is determined whether the i-th intermediate arch ring unit is the last intermediate arch ring unit, if so, proceed to step S5, if not, assign i a value of i+1, and repeat step S4;

[0031] S5: After the second side arch ring unit is assembled correctly, remove the joint space for a certain distance, apply structural adhesive to the second shear key groove of the last middle arch ring unit, and then formally assemble the second side arch ring unit;

[0032] S6, installing temporary tie rods on the first side arch ring unit and the second side arch ring unit, and tensioning the temporary tie rods from the middle to both sides to lock the shape of the arch ring assembly; then pouring shrinkage compensating concrete in layers to form the first post-cast structural layer, the second post-cast structural layer, and the third post-cast structural layer. After the shrinkage compensating concrete reaches the design strength, remove the temporary tie rods and pour the arch seat joint concrete;

[0033] S7, installing the cable, temporarily fastening the middle portion of the cable to the saddle, and installing a cable clamp assembly on the cable;

[0034] S8, hoisting the bridge deck assembly, pouring the shrinkage compensation concrete for the group nail connection joints, and fixing the bridge deck assembly above the cable clamps;

[0035] S9: Carry out weight-bearing operation on the bridge deck assembly according to the design load. After reaching the design weight-bearing load, hold the load, lock the saddle of the arch, cast the bridge deck joint, and unload the weight after the strength of the joint concrete reaches 85% of the design strength.

[0036] S10, the remaining conventional bridge deck system is under construction and open for operation.

[0037] Compared with the prior art, this application has the following beneficial effects:

[0038] This application creatively combines the upper bridge deck assembly and the lower support assembly to propose a new type of pedestrian catenary plate arch bridge across deep valleys. The catenary plate arch bridge improves the bridge's spanning capacity and is suitable for complex terrain such as deep valleys and large rivers. It eliminates the temporary facilities such as full-height brackets and inclined-stayed hooks required for conventional arch bridge solutions, greatly reducing the workload of temporary measures. It can also eliminate the cable tower structure of conventional cable bridges, effectively reducing the calculated span of cable bridges, reducing the volume of anchoring structures, and lowering the requirements for mountain stability. In the early stages of construction, an arch bridge system with strong bearing capacity can be formed through the arch ring assembly. It has good self-stability and does not require additional temporary facilities such as brackets. This application does not require the installation of column structures on the arch and behind the arch seat, avoiding the impact of column foundation excavation and concrete pouring on surface vegetation, and achieving maximum protection for the ecological environment at the bridge location. At the same time, it has good adaptability to the stability of the slope behind the arch seat, and has good adaptability to situations where the stability of the arch bridge foundation in mountainous areas is severely limited. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. 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.

[0040] Figure 1 1 is a cross-sectional schematic diagram of an arch ring assembly before assembly in one embodiment of the present application;

[0041] Figure 2 Schematic cross-section of the arch ring assembly at the arch top turning saddle in one embodiment of the present application;

[0042] Figure 3 Schematic diagram of a cross section of the arch ring assembly at a position corresponding to the arch seat in one embodiment of the present application;

[0043] Figure 4 This is a cross-sectional schematic diagram of an arch ring assembly in one embodiment of the present application being fixed by temporary tie rods before pouring shrinkage-compensating concrete;

[0044] Figure 5 Schematic cross-section of the arch ring assembly after shrinkage-compensating concrete is poured in one embodiment of the present application;

[0045] Figure 6 Schematic plan view of the third U-shaped embedded steel bar, the fourth U-shaped embedded steel bar and the third steel mesh in one embodiment of the present application;

[0046] Figure 7This is a schematic diagram after step S1 is completed in one embodiment of the present application;

[0047] Figure 8 This is a schematic diagram after step S6 is completed in one embodiment of the present application;

[0048] Figure 9 This is a schematic diagram of the installation of the cable after the construction step S7 is completed in one embodiment of the present application;

[0049] Figure 10 This is a schematic diagram after step S7 is completed in one embodiment of the present application;

[0050] Figure 11 This is a schematic diagram after step S10 is completed in one embodiment of the present application;

[0051] Figure 12 for Figure 11 A is an enlarged schematic diagram;

[0052] Figure 13 It is a flowchart of the construction method in one embodiment of the present application.

[0053] The purpose, features and advantages of this application will be further explained in conjunction with the embodiments and with reference to the accompanying drawings.

[0054] Description of Figure Numbers:

[0055] 10. Upper bridge deck assembly; 110. Cable anchor assembly; 120. Cable; 130. Cable clamp unit; 131. Clamping portion; 132. Connecting portion; 140. Bridge deck assembly; 20. Lower support assembly; 210. Cable saddle; 220. Arch ring assembly; 221. Intermediate arch ring unit; 2211. Third bottom plate; 2212. Second shear key tooth; 2213. Second shear key groove; 2214. Third web; 2215. Third transverse diaphragm; 2216. Fourth transverse diaphragm; 2217. Third U-shaped embedded steel bar; 2218. Fourth U-shaped embedded steel bar; 2219. Third steel mesh; 2220. Fifth positioning key tooth; 222. First side arch ring unit; 2221. First bottom plate; 2222. First shear key groove; 2223, first web; 2224, first transverse diaphragm; 2225, first U-shaped embedded steel bar; 2226, third positioning key tooth; 223, second side arch ring unit; 2231, second bottom plate; 2232, first shear key tooth; 2233, second web; 2234, second transverse diaphragm; 2235, second U-shaped embedded steel bar; 2236, fourth positioning key tooth; 224, first concrete pouring space; 2241, first post-cast structural layer; 225, second concrete pouring space; 2251, second post-cast structural layer; 226, third concrete pouring space; 2261, third post-cast structural layer; 227, temporary pull rod; 228, anchor block; 230, arch seat; 231, pit. DETAILED DESCRIPTION

[0056] It should be understood that the specific embodiments described herein are only used to explain the present application and are not intended to limit the present application.

[0057] The following will be combined with the drawings in the embodiments of this application to clearly and completely describe the technical solutions in the embodiments of this application. Obviously, the embodiments described are only part of the embodiments of this application, not all of the embodiments. Based on the embodiments of this application, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of this application.

[0058] 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 various components under a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.

[0059] In addition, the descriptions of "right part" and "middle part" in this application are for descriptive purposes only and should not 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 this must be based on the fact that ordinary technicians in this field can 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.

[0060] Please see the attached Figures 1 to 12 In one embodiment of the present application, a pedestrian catenary arch bridge includes an upper bridge deck assembly 10 and a lower support assembly 20, wherein the lower support assembly 20 includes a turning cable saddle 210, an arch ring assembly 220, and two abutments 230 located at both ends of the arch ring assembly 220, respectively. The two ends of the arch ring assembly 220 are respectively connected to the corresponding abutments 230, and the turning cable saddle 210 is fixed to the top of the arch ring assembly 220.

[0061] The upper bridge deck assembly 10 includes a cable anchor assembly 110, a cable 120, a cable clamp assembly (not shown), and a bridge deck assembly 140. The cable anchor assembly 110 includes two cable anchor units (not shown) anchored at both sides of a valley or river valley. The two ends of the cable 120 are connected to the corresponding cable anchor units, and the middle portion of the cable 120 is placed in the cable groove of the rotating saddle 210.

[0062] The cable clamp assembly includes cable clamp units 130 spaced apart along the extension direction of the cable 120. Each cable clamp unit 130 includes a clamping portion 131 and a connecting portion 132. The clamping portion 131 is used to clamp the cable 120. The bridge deck assembly 140 is located above the cable 120 and is connected to the connecting portion 132. Preferably, the connecting portion 132 is a group nail connecting plate.

[0063] Specifically, the present application creatively combines the upper bridge deck assembly 10 and the lower support assembly 20 to propose a new type of pedestrian catenary arch bridge across deep valleys. The bridge deck load is transmitted to the cable 120 through the cable clamp assembly, and part of the load is converted into pressure on the arch ring through the saddle 210, and finally dispersed to the foundation by the arch seat 230. Another part of the load is transmitted to the cable anchor assembly 110 through the cable 120 and dispersed to the foundation.

[0064] This application provides a new pedestrian arch bridge for deep valley / river valley solutions. The catenary plate arch bridge improves the bridge's spanning capacity and is suitable for complex terrains such as deep valleys and large rivers. It eliminates the temporary facilities such as full-height brackets and inclined-stayed hooks required for conventional arch bridge solutions, greatly reducing the workload of temporary measures. It can also eliminate the tower structure of conventional cable 120 bridges, effectively reducing the calculated span of cable 120 bridges, reducing the volume of anchoring structures, and lowering the requirements for mountain stability. In the early stages of construction, an arch ring assembly 220 can be used to form an arch bridge system with strong bearing capacity, good self-stability, and no need for additional large temporary facilities such as brackets. This application does not require the installation of column structures on the arch and behind the arch seat 230, avoiding the impact of column foundation excavation and concrete pouring on surface vegetation, and achieving maximum protection for the ecological environment at the bridge location. At the same time, it has good adaptability to the stability of the slope behind the arch seat 230, and has good adaptability to situations where the stability of the arch bridge foundation in mountainous areas is severely limited.

[0065] As a preferred embodiment, the arch ring assembly 220 includes a plurality of middle arch ring units 221 connected side by side along the transverse bridge direction, and two first side arch ring units 222 and second side arch ring units 223 respectively located on both sides of the middle arch ring unit 221. The first side arch ring units 222, the second side arch ring units 223 and the middle arch ring unit 221 are connected side by side along the transverse bridge direction. The rotating cable saddle 210 is fixed to the arch tops of the first side arch ring units 222, the second side arch ring units 223 and the middle arch ring unit 221.

[0066] Among them, a first concrete pouring space 224 is formed between the middle arch ring unit 221 and the first side arch ring unit 222, a second concrete pouring space 225 is formed between the middle arch ring unit 221 and the second side arch ring unit 223, and the two adjacent middle arch ring units 221 also form a third concrete pouring space 226. Shrinkage compensating concrete is poured in the first concrete pouring space 224 to form a first post-poured structural layer 2241, shrinkage compensating concrete is poured in the second concrete pouring space 225 to form a second post-poured structural layer 2251, and shrinkage compensating concrete is poured in the third concrete pouring space 226 to form a third post-poured structural layer 2261.

[0067] Specifically, the arch ring assembly 220 of this embodiment includes a middle arch ring unit 221, a first side arch ring unit 222, and a second side arch ring unit 223 connected side by side along the transverse direction of the bridge, forming a symmetrical layout between the middle and both sides. The cable 120 converts the bridge deck load into pressure on the arch ring assembly 220 through the saddle, realizing multi-point distributed force. The first concrete pouring space 224, the second concrete pouring space 225, and the third concrete pouring space 226 are filled with shrinkage-compensating concrete to form the first post-cast structural layer 2241, the second post-cast structural layer 2251, and the third post-cast structural layer 2261, which are integrated with the arch ring assembly 220 into a whole. The transverse bending stiffness of the bridge is improved, effectively resisting the torsional effect caused by the eccentric load. The arch ring assembly 220 converts the bridge deck load into axial pressure, which is transmitted to the foundation through the arch seat 230. The post-cast layer ensures continuous pressure distribution to avoid stress concentration.

[0068] Furthermore, the middle arch ring unit 221, the first side arch ring unit 222, and the second side arch ring unit 223 of this embodiment all adopt prefabricated UHPC rigid body structures, and after assembly, they form a concrete pouring space, eliminating the need for additional hoisting formwork and subsequent dismantling. The post-cast shrinkage compensating concrete is significantly offset from the top and bottom plates of the UHPC longitudinal joints, avoiding the risk of the top and bottom of the joint penetrating and affecting durability. The arch ring assembly 220 is prefabricated in sections in the transverse direction of the bridge, and the wall thickness is larger than that of the steel structure and thinner than that of the concrete structure. This not only avoids the problem of local instability of the thin-walled steel structure, but also significantly reduces the lifting weight of the structure. The post-cast shrinkage compensating concrete only bears the effects of the second-stage dead load and live load. The load generated by its own weight is all transferred to the UHPC part before the concrete begins to set, thereby improving the structural bearing capacity. The UHPC bears its own weight and the dead weight of the cast-in-place concrete. Compared with ordinary concrete, it bears a greater load per unit area, giving full play to the ultra-high performance of the UHPC.

[0069] In another preferred embodiment, the arch ring assembly 220 includes two third side arch ring units (not shown) connected side by side along the transverse direction of the bridge. A rotating cable saddle 210 is secured to the top of each third side arch ring unit. A fourth concrete pouring space (not shown) is formed between the two third side arch ring units. Shrinkage-compensating concrete is poured into this fourth concrete pouring space to form a fourth post-cast structural layer (not shown). In other embodiments, the number of intermediate arch ring units 221 can be one, and the number of intermediate arch ring units 221 can be adjusted according to the width of the bridge.

[0070] As a preferred embodiment, the first edge arch ring unit 222 includes a first bottom plate 2221, a first web 2223, and a first transverse diaphragm 2224, wherein the first web 2223 is connected to the top of the first bottom plate 2221, the bottom surface of the first transverse diaphragm 2224 is connected to the top surface of the first bottom plate 2221, and the side surface of the first transverse diaphragm 2224 is connected to the side wall of the first web 2223;

[0071] The second edge arch ring unit 223 includes a second bottom plate 2231, a second web 2233, and a second transverse diaphragm 2234, wherein the second web 2233 is connected to the top of the second bottom plate 2231, the bottom surface of the second transverse diaphragm 2234 is connected to the top surface of the second bottom plate 2231, and the side surface of the second transverse diaphragm 2234 is connected to the side wall of the second web 2233.

[0072] Each of the intermediate arch ring units 221 includes a third bottom plate 2211, a third web 2214, and two third transverse diaphragms 2215 and a fourth transverse diaphragm 2216 respectively connected to both sides of the third web 2214. The bottom surfaces of the third transverse diaphragm 2215 and the fourth transverse diaphragm 2216 are both connected to the top surface of the third bottom plate 2211.

[0073] Among them, the first post-cast structural layer 2241 is cast between the first web 2223 and the third web 2214, the second post-cast structural layer 2251 is cast between the second web 2233 and the third web 2214, and the third post-cast structural layer 2261 is cast between two adjacent third webs 2214.

[0074] Specifically, the middle arch ring unit 221, first side arch ring unit 222, and second side arch ring unit 223 of this embodiment all utilize prefabricated structures (base plate + web plate + diaphragm). These structures are standardized in a factory and transported to the site, where they are connected via post-cast structural layers. The first post-cast structural layer 2241, the second post-cast structural layer 2251, and the third post-cast structural layer 2261 serve as concrete connectors cast on-site, bonding the prefabricated units together to form a continuous load-bearing system. Preferably, the diaphragms utilize hollow-core diaphragms, effectively avoiding the problem of loosely poured post-cast shrinkage-compensating concrete. The hollow-core diaphragms also reduce the local span of the thin-walled base plate while reinforcing the base plate and web plates.

[0075] Furthermore, the first bottom plate 2221 is recessed with a first shear key groove 2222 on the side wall close to the adjacent third bottom plate 2211, the second bottom plate 2231 is protruding with a first shear key tooth 2232 on the side wall close to the adjacent third bottom plate 2211, the side wall of the third bottom plate 2211 adjacent to the first bottom plate 2221 is protruding with a second shear key tooth 2212 arranged in a one-to-one correspondence with the first shear key groove 2222, and the side wall of the third bottom plate 2211 adjacent to the second bottom plate 2231 is recessed with a second shear key groove 2213 arranged in a one-to-one correspondence with the first shear key tooth 2232, the second shear key tooth 2212 is inserted into the corresponding first shear key groove 2222, and the first shear key tooth 2232 is inserted into the corresponding second shear key groove 2213.

[0076] Specifically, in this embodiment, the first shear key slot 2222 of the first base plate 2221 engages with the second shear key tooth 2212 of the adjacent third base plate 2211, while the first shear key tooth 2232 of the second base plate 2231 engages with the second shear key slot 2213 of the adjacent third base plate 2211, forming a shear force transmission channel. When the structure is loaded, shear force is transmitted through the contact surface between the key teeth and the key slot, avoiding stress concentration at a single-plane connection and enhancing connection strength.

[0077] Furthermore, two adjacent third bottom plates 2211 may also be connected transversely by matching key slots and key teeth, thereby improving the overall shear resistance and connection strength.

[0078] As a preferred embodiment, the first side arch ring unit 222 further includes a first U-shaped embedded steel bar 2225, one end of which is connected to the top of the first web 2223, and the other end is arranged in the first concrete pouring space 224; the second side arch ring unit 223 further includes a second U-shaped embedded steel bar 2235, one end of which is connected to the top of the second web 2233, and the other end is arranged in the second concrete pouring space 225;

[0079] Each of the intermediate arch ring units 221 also includes a third U-shaped embedded steel bar 2217 and a fourth U-shaped embedded steel bar 2218. One end of the third U-shaped embedded steel bar 2217 close to the first side arch ring unit 222 is connected to the top of the third web 2214, and the other end is arranged in the first concrete pouring space 224. One end of the fourth U-shaped embedded steel bar 2218 close to the second side arch ring unit 223 is connected to the top of the third web 2214, and the other end is arranged in the second concrete pouring space 225. The fourth U-shaped embedded steel bar 2218 of the previous intermediate arch ring unit 221 and the third U-shaped embedded steel bar 2217 of the next intermediate arch ring unit 221 are both arranged in the third concrete pouring space 226.

[0080] Specifically, in this embodiment, the first U-shaped embedded steel bar 2225 of the first side arch ring unit 222 is anchored at one end to the top of the first web 2223 and extends into the first concrete pouring space 224 at the other end. The second U-shaped embedded steel bar 2235 of the second side arch ring unit 223 is similarly anchored to the second web 2233 and extends into the second concrete pouring space 225. The third and fourth U-shaped embedded steel bars 2217, 2218 of the middle arch ring unit 221 extend to either side. The fourth and third U-shaped embedded steel bars 2218, 2217 of the adjacent middle arch ring unit 221 are located within the third concrete pouring space 226. Shrinkage-compensating concrete is poured into the first, second, and third concrete pouring spaces 224, 225, and 226, enveloping the U-shaped embedded steel bars and forming a high-strength post-cast structural layer.

[0081] Furthermore, a first steel mesh is laid above the first U-shaped embedded steel bars 2225 and the third U-shaped embedded steel bars 2217 located in the first concrete pouring space 224, a second steel mesh is laid above the second U-shaped embedded steel bars 2235 and the fourth U-shaped embedded steel bars 2218 located in the second concrete pouring space 225, and a third steel mesh 2219 is laid above the third U-shaped embedded steel bars 2217 and the fourth U-shaped embedded steel bars 2218 located in the third concrete pouring space 226.

[0082] The steel mesh of this embodiment and the U-shaped embedded steel bars form a three-dimensional steel skeleton, which significantly improves the shear and tensile strength of the post-cast structural layer.

[0083] As a preferred embodiment, the arch seat 230 is provided with a groove 231 within the range corresponding to the arch ring assembly 220, and the bottom surface of the groove 231 is recessed with a third positioning key groove (not shown in the figure), the first web 2223 and / or the first bottom plate 2221 are convexly provided with a third positioning key tooth 2226 arranged corresponding to the third positioning key groove, the second web 2233 and / or the second bottom plate 2231 are convexly provided with a fourth positioning key tooth 2236 arranged corresponding to the third positioning key groove, the third web 2214 and / or the third bottom plate 2211 are convexly provided with a fifth positioning key tooth 2220 arranged corresponding to the third positioning key groove, and the third positioning key tooth 2226, the fourth positioning key tooth 2236 and the fifth positioning key tooth 2220 are all inserted into the corresponding third positioning key groove.

[0084] The cooperation between the third positioning key groove and the third positioning key tooth 2226 , the fourth positioning key tooth 2236 , and the fifth positioning key tooth 2220 of this embodiment greatly improves the connection strength.

[0085] Please see the attached Figure 13 The present application also provides a construction method for a pedestrian catenary plate arch bridge, which is applied to the above-mentioned pedestrian catenary plate arch bridge and includes the following steps:

[0086] S1, on-site construction of the abutment 230 and the cable anchor assembly 110;

[0087] S2: Prefabricate the intermediate arch ring unit 221, the first side arch ring unit 222, the second side arch ring unit 223, and the bridge deck assembly 140 in the factory, process the cables 120, the cable clamp assembly, and the cable saddle 210, and install the cable saddle 210 on the arch tops of the intermediate arch ring unit 221, the first side arch ring unit 222, and the second side arch ring unit 223;

[0088] S3, after the first side arch ring unit 222 is assembled correctly, the first side arch ring unit 222 is formally assembled, and after the first intermediate arch ring unit 221 is assembled correctly, a certain space is removed from the joint, structural adhesive is applied to the first shear key groove 2222, and the first intermediate arch ring unit 221 is assembled;

[0089] S4, after the i-th intermediate arch ring unit 221 is assembled correctly, the joint is moved away by a certain space, structural adhesive is applied to the second shear key groove 2213 of the i-1-th intermediate arch ring unit 221, and the i-th intermediate arch ring unit 221 is assembled again; wherein the initial value of i is 2, and i is a positive integer; it is determined whether the i-th intermediate arch ring unit 221 is the last intermediate arch ring unit 221, and if so, the process proceeds to step S5; if not, i is assigned a value of i+1, and step S4 is repeated to assemble the next intermediate arch ring unit 221;

[0090] S5, after the second side arch ring unit 223 is assembled correctly, the joint is moved away for a certain space, structural adhesive is applied to the second shear key groove 2213 of the last middle arch ring unit 221, and then the second side arch ring unit 223 is formally assembled;

[0091] S6, install temporary tie rods 227 on the first side arch ring unit 222 and the second side arch ring unit 223, and tension the temporary tie rods 227 from the middle to both sides to lock the shape of the arch ring assembly 220; then pour shrinkage compensating concrete in layers to form a first post-cast structural layer 2241, a second post-cast structural layer 2251, and a third post-cast structural layer 2261. After the shrinkage compensating concrete reaches the design strength, remove the temporary tie rods 227 and pour the joint concrete of the arch seat 230;

[0092] The temporary tie rods 227 are symmetrically tensioned from the middle to both sides to lock the outer shape of the arch assembly 220 .

[0093] S7, installing the cable 120, temporarily fastening the middle portion of the cable 120 to the rotating saddle 210, and installing a cable clamp assembly on the cable 120;

[0094] S8, hoisting the bridge deck assembly 140, pouring the shrinkage-compensating concrete for the joints connected by the nail groups, and fixing the bridge deck assembly 140 above the cable clamps of the cables 120;

[0095] S9, performing a weighting operation on the bridge deck assembly 140 according to the design load. After reaching the design weighting load, the load is maintained, the saddle 210 of the arch is locked, and the bridge deck joint is poured. After the strength of the joint concrete reaches 85% of the design strength, the weighting is unloaded;

[0096] S10, the remaining conventional bridge deck system is under construction and open for operation.

[0097] It should be noted that, preferably, the middle arch ring unit 221, the first side arch ring unit 222, and the second side arch ring unit 223 can be hoisted and constructed by a crane on a platform at the bottom of a valley or a river valley, and the bridge deck assembly 140 can be constructed by a bridge deck crane using the fishing method. The bridge deck assembly 140 at the end can be hoisted and constructed by placing the bridge deck crane on the shore or on a cable anchor assembly. Technical personnel in this field can make a choice according to actual needs.

[0098] The above are only preferred embodiments of the present application and do not limit the patent scope of the present application. 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 pedestrian catenary plate arch bridge, characterized in that: The bridge comprises an upper deck assembly and a lower support assembly, wherein the lower support assembly comprises a turning cable saddle, an arch ring assembly and two abutments located at both ends of the arch ring assembly, the two ends of the arch ring assembly are respectively connected to the corresponding abutments, and the turning cable saddle is fixed to the top of the arch ring assembly; The upper bridge deck assembly includes a cable anchor assembly, a cable, a cable clamp assembly, and a bridge deck assembly, wherein the cable anchor assembly includes two cable anchor units respectively anchored on both sides of a valley or river valley; the two ends of the cable are respectively connected to the corresponding cable anchor units, and the middle part of the cable is placed in the cable groove of the rotating saddle; The cable clamp assembly includes cable clamp units arranged at intervals along the extension direction of the cable, each of the cable clamp units includes a clamping portion and a connecting portion, the clamping portion is used to clamp the cable, the bridge deck assembly is located above the cable, and the bridge deck assembly is connected to the connecting portion.

2. The pedestrian catenary plate arch bridge according to claim 1, characterized in that: The arch ring assembly includes a plurality of middle arch ring units connected side by side along the transverse bridge direction, two first side arch ring units and a second side arch ring unit respectively located on both sides of the middle arch ring unit, the first side arch ring unit, the second side arch ring unit and the middle arch ring unit are connected side by side along the transverse bridge direction, and the arch tops of the first side arch ring unit, the second side arch ring unit and the middle arch ring unit are all fixed with the rotating cable saddle; Among them, a first concrete pouring space is formed between the middle arch ring unit and the first side arch ring unit, a second concrete pouring space is formed between the middle arch ring unit and the second side arch ring unit, and the two adjacent middle arch ring units also form a third concrete pouring space. Shrinkage compensating concrete is poured in the first concrete pouring space to form a first post-poured structural layer, shrinkage compensating concrete is poured in the second concrete pouring space to form a second post-poured structural layer, and shrinkage compensating concrete is poured in the third concrete pouring space to form a third post-poured structural layer.

3. The pedestrian catenary plate arch bridge according to claim 1, characterized in that: The arch ring assembly includes two third side arch ring units connected side by side along the transverse bridge direction, and the turning saddle is fixed on the top of each third side arch ring unit. A fourth concrete pouring space is formed between the two third side arch ring units, and shrinkage compensating concrete is poured in the fourth concrete pouring space to form a fourth post-cast structural layer.

4. The pedestrian catenary plate arch bridge according to claim 2, characterized in that: The first edge arch ring unit includes a first bottom plate, a first web plate, and a first transverse diaphragm, wherein the first web plate is connected to the top of the first bottom plate, the bottom surface of the first transverse diaphragm is connected to the top surface of the first bottom plate, and the side surface of the first transverse diaphragm is connected to the side wall of the first web plate; The second edge arch ring unit includes a second bottom plate, a second web plate, and a second transverse diaphragm, wherein the second web plate is connected to the top of the second bottom plate, the bottom surface of the second transverse diaphragm is connected to the top surface of the second bottom plate, and the side surface of the second transverse diaphragm is connected to the side wall of the second web plate; Each of the intermediate arch ring units includes a third bottom plate, a third web plate, and two third and fourth transverse diaphragms connected to both sides of the third web plate, respectively. The bottom surfaces of the third and fourth transverse diaphragms are connected to the top surface of the third bottom plate. The first post-cast structural layer is cast between the first web and the third web, the second post-cast structural layer is cast between the second web and the third web, and the third post-cast structural layer is cast between two adjacent third webs.

5. The pedestrian catenary plate arch bridge according to claim 4, characterized in that: The first base plate is provided with a first shear key groove on the side wall close to the adjacent third base plate, the second base plate is provided with a first shear key tooth on the side wall close to the adjacent third base plate, the side wall of the third base plate adjacent to the first base plate is provided with a second shear key tooth arranged in a one-to-one correspondence with the first shear key groove, the side wall of the third base plate adjacent to the second base plate is provided with a second shear key groove arranged in a one-to-one correspondence with the first shear key tooth, the second shear key tooth is inserted into the corresponding first shear key groove, and the first shear key tooth is inserted into the corresponding second shear key groove.

6. The pedestrian catenary plate arch bridge according to claim 4, characterized in that: The first side arch ring unit further includes a first U-shaped embedded steel bar, one end of which is connected to the top of the first web, and the other end is arranged in the first concrete pouring space; the second side arch ring unit further includes a second U-shaped embedded steel bar, one end of which is connected to the top of the second web, and the other end is arranged in the second concrete pouring space; Each of the intermediate arch ring units also includes a third U-shaped embedded steel bar and a fourth U-shaped embedded steel bar. One end of the third U-shaped embedded steel bar close to the first side arch ring unit is connected to the top of the third web, and the other end is arranged in the first concrete pouring space. One end of the fourth U-shaped embedded steel bar close to the second side arch ring unit is connected to the top of the third web, and the other end is arranged in the second concrete pouring space. The fourth U-shaped embedded steel bar of the previous intermediate arch ring unit and the third U-shaped embedded steel bar of the next intermediate arch ring unit are both arranged in the third concrete pouring space.

7. The pedestrian catenary plate arch bridge according to claim 6, characterized in that: A first steel mesh is laid above the first U-shaped embedded steel bars and the third U-shaped embedded steel bars in the first concrete pouring space, a second steel mesh is laid above the second U-shaped embedded steel bars and the fourth U-shaped embedded steel bars in the second concrete pouring space, and a third steel mesh is laid above the third U-shaped embedded steel bars and the fourth U-shaped embedded steel bars in the third concrete pouring space.

8. The pedestrian catenary plate arch bridge according to claim 4, characterized in that: The arch seat is provided with a groove within the range corresponding to the arch ring component, and the bottom surface of the groove is recessed with a third positioning key groove, the first web and / or the first bottom plate are convexly provided with a third positioning key tooth arranged corresponding to the third positioning key groove, the second web and / or the second bottom plate are convexly provided with a fourth positioning key tooth arranged corresponding to the third positioning key groove, the third web and / or the third bottom plate are convexly provided with a fifth positioning key tooth arranged corresponding to the third positioning key groove, and the third positioning key tooth, the fourth positioning key tooth and the fifth positioning key tooth are all inserted into the corresponding third positioning key groove.

9. The pedestrian catenary plate arch bridge according to claim 1, characterized in that: The connecting portion is a nail group connecting plate.

10. A construction method for a pedestrian catenary plate arch bridge, applied to the pedestrian catenary plate arch bridge according to claim 5, characterized in that: The following steps are involved: S1, on-site construction of abutment and cable anchorage components; S2: Prefabricate the intermediate arch ring unit, the first side arch ring unit, the second side arch ring unit, and the bridge deck assembly in the factory, process the cables, cable clamp assemblies, and cable saddles, and install the cable saddles on the arch tops of the intermediate arch ring unit, the first side arch ring unit, and the second side arch ring unit; S3: After the first side arch ring unit is assembled correctly, the first side arch ring unit is formally assembled. After the first intermediate arch ring unit is assembled correctly, a certain space is removed from the joint, structural adhesive is applied to the first shear key groove, and the first intermediate arch ring unit is assembled. S4, after the i-th intermediate arch ring unit is assembled correctly, the joint is moved away by a certain space, structural adhesive is applied to the second shear key groove of the i-1-th intermediate arch ring unit, and then the i-th intermediate arch ring unit is assembled; wherein the initial value of i is 2, and i is a positive integer; it is determined whether the i-th intermediate arch ring unit is the last intermediate arch ring unit, if so, proceed to step S5, if not, assign i a value of i+1, and repeat step S4; S5: After the second side arch ring unit is assembled correctly, remove the joint space for a certain distance, apply structural adhesive to the second shear key groove of the last middle arch ring unit, and then formally assemble the second side arch ring unit; S6, installing temporary tie rods on the first side arch ring unit and the second side arch ring unit, and tensioning the temporary tie rods from the middle to both sides to lock the shape of the arch ring assembly; then pouring shrinkage compensating concrete in layers to form the first post-cast structural layer, the second post-cast structural layer, and the third post-cast structural layer. After the shrinkage compensating concrete reaches the design strength, remove the temporary tie rods and pour the arch seat joint concrete; S7, installing the cable, temporarily fastening the middle portion of the cable to the saddle, and installing a cable clamp assembly on the cable; S8, hoisting the bridge deck assembly, pouring the shrinkage compensation concrete for the group nail connection joints, and fixing the bridge deck assembly above the cable clamps; S9: Carry out weight-bearing operation on the bridge deck assembly according to the design load. After reaching the design weight-bearing load, hold the load, lock the saddle of the arch, cast the bridge deck joint, and unload the weight after the strength of the joint concrete reaches 85% of the design strength. S10, the remaining conventional bridge deck system is under construction and open for operation.

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