Arch bridge construction method

Abstract

The invention provides an arch bridge construction method, and belongs to the technical field of bridge construction. The arch bridge building construction method comprises the steps that skewback foundations are designed, wherein skewbacks on the two banks are separated reinforced concrete skewbacks, and the foundations are expanded; main bridge arch ribs are designed, wherein a main arch is of a concrete-filled steel tube truss type structure; designing a main beam of a main bridge: adopting a steel lattice beam and a steel-concrete combined bridge deck slab as the main beam; the approach bridges adopt multi-span small box girders which are located on the two sides of the main span of the designed main channel bridge respectively; the construction method can effectively improve the construction quality and efficiency of the arch bridge and reduce the construction cost. The steel lattice beams and the steel-concrete combined bridge deck slabs are adopted as the main beams, the load is improved, the quality and strength of concrete can be guaranteed, and cracks are reduced. The bridge deck pavement adopts asphalt concrete pavement, so that the flatness and durability of the bridge deck can be improved; the construction method is simple and easy to implement, the construction quality and efficiency of the arch bridge are effectively improved, the construction cost is reduced, and high practical value is achieved.

Description

Technical Field

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

[0002] At present, arch bridge is a common bridge form, which has the advantages of large span capacity and beautiful appearance. Due to the difficulty of arch bridge construction, reasonable construction methods are needed to ensure construction quality and safety.

[0003] The Pinglu Canal starts at the Pingtang River estuary in Hengzhou City, Nanning, Xijin Reservoir, Xijiang River mainstream, crosses the watershed between Shaping River and Jiuzhou River, a tributary of Qinjiang River, and goes south along the Qinjiang River mainstream through Luwu Town, Lingshan County, Qinzhou City, and enters the Qinzhou Port waters of Beibu Gulf. It is a waterway that connects rivers to the sea. The Pinglu Canal is built according to the Class I waterway standard. From upstream to downstream, three cascade hubs, Madao, Qishi, and Qingnian, are built. The Qingnian hub has a total length of 2.7 kilometers and is the lowest of the three planned cascades for the Pinglu Canal. The fourth section mainly includes the second phase of the Qingnian hub and part of the upstream waterway. The mileage pile number of the waterway range is from K79+095 to the Qingnian hub (K98+491), and the waterway mileage (including the hub) is 19.4km. The fourth section is affected by the canal construction and involves the reconstruction of 3 cross-canal bridges and the construction of 1 new cross-canal bridge. In addition, 3 new bridges need to be built on the old Qinjiang River to restore traffic on both sides of the Qinjiang River. Both the new and rebuilt bridges are connected to the existing roads through connecting lines. At the same time, a new branch line will be built to meet the traffic needs of the cross-river bridge location and surrounding areas.

[0004] The original bridge across the Qin River was located where the waterway was widened and the original bridge could not meet the navigation requirements. In addition, the old bridge was in poor condition and gradually could not meet the driving requirements, so it needed to be demolished and rebuilt. Summary of the invention

[0005] In order to make up for the above shortcomings, the present application provides an arch bridge construction method, aiming to improve the problems of arch bridge construction.

[0006] The present application provides an arch bridge construction method, comprising the following steps:

[0007] S1. Arch foundation design: The arches on both sides are separated reinforced concrete arches with expanded foundation;

[0008] S2. Main bridge arch rib design: The main arch adopts steel tube concrete truss structure, a whole bundle of extruded steel strand cable system, a rise-span ratio of 1 / 4.0, and an arch axis coefficient of 1.50;

[0009] S3. Design of the main bridge beam: The main beam adopts steel lattice beam and steel-concrete composite bridge deck; the steel lattice beam adopts a lattice system consisting of main and secondary longitudinal beams and main and secondary transverse beams; the steel lattice beam adopts I-beam except the end transverse beam; the main longitudinal and transverse beams have a total height of 2000-2250mm according to the different transverse slopes, and the total height of the secondary longitudinal and transverse beams is within the range of 1000-1250mm. The main beam has a total of 33+4 (sidewalk) sections, the beam width changes from 37.5m at both ends to 34m, the longest section is 12m, the standard section is 9m, and the heaviest section is 94.9t.

[0010] S4. Approach bridge design: The approach bridge adopts multi-span small box girders, which are located on both sides of the main span of the designed main channel bridge.

[0011] In a preferred embodiment of the present invention, in S1, the expanded foundation is divided into three steps, the expanded foundation is stepped, and the three-dimensional dimensions of the overall structure composed of the abutment and the expanded foundation are 48.3×30×24.884m respectively;

[0012] Among them, the arch foundation adopts C30 waterproof concrete, the arch seat adopts C40 waterproof concrete, and the arch seat post-cast section adopts C50 waterproof concrete.

[0013] In a preferred embodiment of the present invention, in S2, the diameter of the steel tube concrete chord is Φ1m, and the tube is filled with C70 self-compacting shrinkage compensating concrete; the main tube is formed by connecting a horizontal steel tube of Φ0.7m and two vertical web members of Φ0.5m. The calculated rise of the arch rib is 74m, the calculated span is 296m, and the total transverse width is 32.1m. The cross-section height of the arch crown is 4.5m; the cross-section height of the arch foot is 9.0m, and the total transverse width of the arch rib on one side is 3.8m. The spacing between the hangers is 9m, and the upper chord of the arch-beam junction is set at the upper chord, and the intercostal beam is set at the lower chord; the upper column of the arch is 6.5m away from the span line of the main beam, the distance between the upper column of the arch and the intercostal beam is 10m, and the intercostal beam is 12m away from the No. 1 hanger.

[0014] In a preferred embodiment of the present invention, in S2, a "K"-shaped steel pipe diagonal brace is set on the upper chord plane of the main arch above the bridge deck, and an "I" steel pipe vertical brace is used at the upper and lower chords at the hanger, and a combined cross brace is formed by the "K"-shaped steel pipe diagonal brace and the "I" steel pipe vertical brace; a "K"-shaped steel pipe diagonal brace and an inter-rib cross beam diagonal brace are set below the bridge deck. The steel pipe arch rib of the main bridge is divided into 18 segments on one side according to the design requirements, and the arch ribs of the whole bridge have a total of 36 segments, 14 cross braces, the longest segment is 18m, and the maximum weight of a single arch rib segment is 87.00t.

[0015] In a preferred embodiment of the present invention, the main arch hanger is formed into a hanger cable body by extruding multiple bundles of epoxy-sprayed steel strands, with both ends respectively located at the upper edge of the upper chord of the main arch and the lower flange of the main beam, the upper chord of the main arch is the tensioning end, and the lower flange of the main beam is the fixed end.

[0016] In a preferred embodiment of the present invention, the tensile strength of the steel strand is not less than 860 MPa, and the slings above the sidewalk are protected and decorated with Haversian tubes. The main bridge deck is paved with asphalt concrete, and the sidewalk is paved with sidewalk slabs + cement mortar + sidewalk tiles.

[0017] In a preferred embodiment of the present invention, the steel-concrete composite bridge deck adopts a composite plate of a steel bottom plate and steel fiber concrete, which are connected by shear nails in the steel lattice beam section and by perforated plates and internally penetrated steel bars in the non-steel lattice beam section.

[0018] In a preferred embodiment of the present invention, the approach bridge adopts a double span bridge, the main beams of the upper structure adopt assembled prestressed small box beams, and the simply supported bridge deck is continuous. The small box beams are arranged with middle beams and side beams in the transverse direction, and the joints are cast in place in the middle.

[0019] In a preferred embodiment of the present invention, S1 further includes the following steps:

[0020] S1.1: Clean up the construction site and remove debris and soft soil layers;

[0021] S1.2: Strengthen the foundation using cast-in-place piles or mixing piles.

[0022] In a preferred embodiment of the present invention, it also includes the installation of auxiliary facilities, which include railings, street lights and drainage systems.

[0023] Beneficial effects: This application provides a construction method for arch bridges, which can effectively improve the construction quality and efficiency of arch bridges and reduce construction costs. The main beam adopts steel lattice beams and steel-concrete composite bridge decks to increase the load, ensure the quality and strength of concrete, and reduce the occurrence of cracks. The bridge deck is paved with asphalt concrete, which can improve the flatness and durability of the bridge deck; this construction method is simple and easy to implement, effectively improves the construction quality and efficiency of arch bridges, reduces construction costs, and has high practical value. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] In order to more clearly illustrate the technical solutions of the implementation methods of the present application, the drawings required for use in the implementation methods will be briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present application and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without paying creative work.

[0025] Figure 1 It is a schematic diagram of the elevation structure of the arch rib structure of the arch bridge construction provided by the implementation method of the present application;

[0026] Figure 2 A schematic diagram of the cross-sectional structure of an arch rib segment provided in an embodiment of the present application;

[0027] Figure 3 A schematic diagram of the cross-sectional structure of a steel tube arch provided in an embodiment of the present application;

[0028] Figure 4 A schematic diagram of the plan structure of an arch bridge provided in an embodiment of the present application;

[0029] Figure 5 A schematic diagram of the arch bridge facade structure provided for the implementation method of the present application;

[0030] Figure 6 A schematic diagram of the cross-sectional structure of an arch bridge provided for an implementation method of the present application;

[0031] Figure 7 This is a rendering of an arch bridge provided in an implementation manner of the present application. DETAILED DESCRIPTION

[0032] In the present invention, unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be directly connected or indirectly connected through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0033] In the present invention, unless otherwise clearly specified and limited, a first feature being "above" or "below" a second feature may include that the first and second features are in direct contact, or may include that the first and second features are not in direct contact but are in contact through another feature between them. Moreover, a first feature being "above", "above" and "above" a second feature includes that the first feature is directly above and obliquely above the second feature, or simply indicates that the first feature is higher in level than the second feature. A first feature being "below", "below" and "below" a second feature includes that the first feature is directly below and obliquely below the second feature, or simply indicates that the first feature is lower in level than the second feature.

[0034] The technical solutions in the embodiments of the present application will be described below in conjunction with the drawings in the embodiments of the present application.

[0035] See also Figure 1-Figure 7 The present invention provides an arch bridge construction method, the steps are as follows:

[0036] Arch foundation design: Separate reinforced concrete arches are used for the east and west bank arches, and the foundation is expanded in a stepped manner. The construction site is cleaned to remove debris and soft soil layers. The foundation is reinforced by using cast-in-place piles or mixing piles. The foundation is divided into three steps. The three-dimensional dimensions of the overall structure composed of the arch and the expanded foundation are 48.3×30×24.884m (longitudinal×horizontal×vertical). The arch foundation uses C30 waterproof concrete, the arch uses C40 waterproof concrete, and the arch post-cast section uses C50 waterproof concrete.

[0037] Arch rib design of the main bridge: The main arch adopts a steel tube concrete truss structure, a whole bundle of extruded steel strand cable system, the calculated rise of the arch rib is 74m, the calculated span is 296m, the rise-span ratio is 1 / 4.0, the arch axis coefficient is 1.50, and the total transverse width is 32.1m. The arch top section is 4.5m high; the arch foot section is 9.0m high, and the total transverse width of the arch rib on one side is 3.8m. The diameter of the steel tube concrete chord is Φ1m, and the tube is filled with C70 self-compacting shrinkage compensating concrete. The main pipe is connected by a transverse steel pipe of Φ0.7m and two vertical web members of Φ0.5m steel pipe. The spacing between the suspenders is 9m, and the upper chord is set at the upper chord of the arch-beam junction, and the inter-rib cross beam is set at the lower chord. The upper chord is 6.5m away from the main beam span line, the distance between the upper chord and the inter-rib cross beam is 10m, and the inter-rib cross beam is 12m away from the No. 1 suspender. A "K"-shaped steel pipe diagonal brace is set on the upper chord plane of the main arch above the bridge deck, and an "I" steel pipe vertical brace is used on the upper and lower chords at the hanger. The "K"-shaped steel pipe diagonal brace and the "I" steel pipe vertical brace form a combined cross brace. A "K"-shaped steel pipe diagonal brace and an inter-rib cross beam diagonal brace are set below the bridge deck. Figure 1-Figure 2 shown.

[0038] The steel tube arch ribs of the main bridge are divided into 18 segments on one side according to the design requirements. The arch ribs of the whole bridge have a total of 36 segments, 14 cross braces, the longest segment is 18m, and the maximum weight of a single arch rib segment is 87.00t.

[0039] The main arch suspender is made of 27 bundles of Φ15.2mm epoxy sprayed steel strands extruded into the suspender cable body. There are 28 suspenders on one side, with the two ends located at the upper edge of the upper chord of the main arch and the lower flange of the main beam, respectively. The upper chord of the main arch is the tensioning end, and the lower flange of the main beam is the fixed end. The ultimate tensile strength of the steel strand is 860MPa. The suspenders above the sidewalk are protected and decorated with Haver tubes. The main bridge deck is paved with 10cm asphalt concrete, and the sidewalk is paved with 8cm sidewalk slabs + 2cm cement mortar + 2cm sidewalk tiles.

[0040] Design of the main bridge girder: The main girder adopts steel lattice girder and steel-concrete composite bridge deck. The steel lattice girder adopts a lattice system consisting of main and secondary longitudinal beams and main and secondary transverse beams. Except for the end transverse beams, all steel lattice girders adopt I-beams. The total height of the main longitudinal and transverse beams is 2000-2250mm according to the different transverse slopes, and the total height of the secondary longitudinal and transverse beams is 1000-1250mm according to the different transverse slopes. The steel-concrete composite bridge deck adopts a composite plate of 8mm steel bottom plate and C40 steel fiber concrete. The two are connected by shear nails in the steel lattice section and by perforated plates and internal steel bars in the non-steel lattice section. The steel lattice girder structure is as follows: Figure 3 shown.

[0041] The main beam has a total of 33+4 (pedestrian sidewalk) sections, and the beam width changes from 37.5m at both ends to 34m. The longest section is 12m, the standard section is 9m, and the heaviest section is 94.9t.

[0042] Design of approach bridge: The approach bridge has 3 small box girders with a span of 30m, located on both sides of the main span of the main channel bridge. The approach bridge on the side with small pile number is a single span of 30m, with a pile number range of K0+368.480~K0+402.0, and the approach bridge on the side with large pile number is 2×30m, with a pile number range of K0+702.0~K0+765.52. The total length of the two sections of the approach bridge including the abutment is 97.04m. The approach bridge adopts a double-span bridge, with a single-span bridge deck width of 14.0m and a total bridge width of 28.5m. The main beams of the upper structure are all assembled prestressed small box girders, and the simply supported bridge deck is continuous. The span of the small box girder is 30m, the beam height is 1.75m, and 3 middle beams and 2 side beams are arranged horizontally. The width of the middle beam is 2.4m, the width of the side beam is 2.8m, and the width of the cast-in-place joint in the middle is 0.3m.

[0043] Finally, the ancillary facilities are installed, including railings, street lights and drainage systems.

[0044] Pipelines and surface structures

[0045] There are many surface pipelines and structures along the bidding section. The biggest impact on the overall implementation of the project is the existence of a 110KV high-voltage line 40m upstream of the main bridge. There is an oil pipeline on the right side of the route K0+150~K0+212. The situation of other pipelines is shown in Table 1.

[0046] Table 1 Statistics of key pipelines

[0047]

[0048]

[0049] Communications and Hydropower

[0050] (1) Water source: This bidding section spans the Qin River, with abundant water resources and a dense network of water supply pipelines around the proposed site.

[0051] (2) Power supply: There are many power grids near the bidding section, so “T” connection can be made nearby.

[0052] (3) Communication: Wireless base stations of China Telecom, China Mobile and China Unicom are widely distributed along the route to meet communication needs.

[0053] Demolition of the Qin River Bridge

[0054] The overall idea is to first dismantle the deck system and guardrails of the Qinjiang Bridge, and then cut the hollow slab beams, cantilever beams and cross walls on the bridge deck in the order of demolition from the middle span to the side span, and remove them one by one using a car crane; the arch ring demolition fully utilizes the self-stabilizing ability of the structure, first cuts and removes the top and bottom plates, and then removes the web plates and cross diaphragms one by one, and uses a 350t crawler crane to lift them off in sections on the main pier decks on both sides.

[0055] (1) Bridge deck removal

[0056] The anti-collision steel guardrail is located between the sidewalk and the roadway. After the nuts are loosened with a wrench, they are manually moved to the transport vehicle for stacking. If they cannot be removed with a wrench, oxygen cutting equipment is used to cut the bottom of the anti-collision steel guardrail.

[0057] The original bridge deck asphalt concrete surface layer and sidewalk are chiseled with cold chiseling equipment, and the excavator and loader cooperate to clear the site. Before cutting, a small amount of water is sprinkled on the asphalt surface layer to prevent the cutting dust from affecting the surrounding residents. After cutting, cold chiseling equipment is used to break it, and after breaking, excavators are used to transport it. The excavator is strictly prohibited from invading the bridge panel range during the transportation process.

[0058] The pedestrian guardrail is dismantled by manual cutting and crushing with a small excavator. The joint steel bars are cut manually at the connection parts of the pedestrian guardrail. The existing guardrail steel bars are cut off. The rope is tied above the pedestrian guardrail and the other end is tied to the excavator arm. The bottom concrete foundation steel bars are cut off manually and then transferred to a transport truck by an excavator and transported to a designated location. When dismantling the pedestrian guardrail, pay attention to peeling it towards the bridge deck to prevent debris from falling into the river.

[0059] (2) Removal of bridge deck beams and auxiliary piers

[0060] The bridge deck beams and slabs of the old bridge are cut with diamond wire saws and removed with the help of automobile cranes. After the bridge deck system is completely removed, the bridge deck beams and slabs are divided into blocks. The division is mainly based on the structure of the beam surface, so that the beams and slabs are combined, the force meets the standard, and the lifting is safe. Before removal, the ink line is marked with paint, and the diamond wire saw cutting line is specified. The diamond wire saw cutting mouth should be drilled with a water drill. After each piece is cut, the beam and slab body is hoisted by an automobile crane onto a transport vehicle and transported to the bridge bank for dismantling.

[0061] The auxiliary piers and beams are dismantled alternately and synchronously, and both are cut and hoisted on the bridge deck using diamond wire saws. The auxiliary piers are mainly built with prefabricated square blocks, and reinforced concrete cap beams are set on the top of the piers. The cap beams and columns are dismantled separately. When dismantling the cap beams, workers' operating platforms are set up around the auxiliary piers, and hoisting holes are drilled in the middle of the cap beams, and steel wire ropes are inserted to lift them away; the prefabricated square auxiliary piers are cut as a whole at the bottom of the pier, holes are drilled with water grinding, steel rods are inserted, and the main crossbeam lower support steel rods are used as hoists to lift them away as a whole.

[0062] (3) Arch rib removal

[0063] The arch rib removal fully utilizes the arch ring and box structure to bear the force. When dismantling, the top and bottom plates and part of the diaphragms are first cut and removed in blocks. The remaining 4 webs and part of the diaphragms are cut and hoisted in sections, and two 350t crawler cranes are used for lifting. The top and bottom plates are cut into 36 pieces in total, with the largest block length of 8.05m, width of 2.4m, plate thickness of 0.26m, weight of 30.1t, and rotation radius of 51.5m. Two lifting points are set by drilling holes for lifting. The webs and remaining diaphragms are cut and hoisted in four sections longitudinally and four sections transversely. When cutting, the side webs are first cut along the center line of the arch axis. After the two crawler cranes are connected to the lifting points, the diaphragms and side webs are cut for the second time. After the cutting is completed, they are hoisted to the river bank, and the remaining webs and diaphragms are cut in blocks and sections. During the main beam removal phase, holes were drilled on the top and bottom plates of the arch ring at the top of the bracket, and steel pipe supports were inserted through the drilled holes on the bridge deck to ensure that the last two arch ribs would not fall when removed. The most unfavorable working condition for the lifting of the arch ribs and part of the diaphragm was the lifting of the two middle sections, which weighed 42.2t and had a rotation radius of 45.2t. Two 350t crawler cranes were used, and the lifting capacity met the requirements.

[0064] The Qinjiang River Bridge is a mid-span steel tube concrete arch bridge, and the other approach bridges are simply supported box girders. The main arch adopts two trussed steel tube concrete arches, the main beam adopts steel lattice beams and steel-concrete composite bridge decks, and the lower structure adopts an expanded foundation; the approach bridge is a small box beam with a pile-column foundation; this construction method can effectively improve the construction quality and efficiency of the arch bridge and reduce the construction cost. The main beam adopts steel lattice beams and steel-concrete composite bridge decks to increase the load, which can ensure the quality and strength of the concrete and reduce the occurrence of cracks. The bridge deck is paved with asphalt concrete, which can improve the flatness and durability of the bridge deck; this construction method is simple and easy to operate, effectively improves the construction quality and efficiency of the arch bridge, reduces the construction cost, and has high practical value.

[0065] The above description is only an embodiment of the present application and is not intended to limit the scope of protection of the present application. For those skilled in the art, the present application may have various changes and variations. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present application should be included in the scope of protection of the present application. It should be noted that similar reference numerals and letters represent similar items in the following drawings, so once an item is defined in one drawing, it does not need to be further defined and explained in the subsequent drawings.

Claims

1. A method for constructing an arch bridge, characterized in that: The steps include: S1. Arch foundation design: The arches on both sides are separated reinforced concrete arches with expanded foundation; S2. Main bridge arch rib design: The main arch adopts steel tube concrete truss structure, a whole bundle of extruded steel strand cable system, a rise-span ratio of 1 / 4.0, and an arch axis coefficient of 1.50; S3. Main bridge girder design: The main girder adopts steel lattice girder and steel-concrete composite bridge deck; The steel lattice beam adopts a lattice system consisting of primary and secondary longitudinal beams and primary and secondary transverse beams; except for the end transverse beams, all steel lattice beams adopt I-beams; S4. Approach bridge design: The approach bridge adopts multi-span small box girders, which are located on both sides of the main span of the designed main channel bridge.

2. The arch bridge construction method according to claim 1, characterized in that: In S1, the expanded foundation is divided into three steps. The expanded foundation is stepped. The three-dimensional dimensions of the overall structure composed of the abutment and the expanded foundation are 48.3×30×24.884m respectively. Among them, the arch foundation adopts C30 waterproof concrete, the arch seat adopts C40 waterproof concrete, and the arch seat post-cast section adopts C50 waterproof concrete.

3. The arch bridge construction method according to claim 1, characterized in that: In S2, the diameter of the steel tube concrete chord is Φ1m, and the tube is filled with C70 self-compacting shrinkage compensating concrete; the main tube is formed by connecting a horizontal steel tube of Φ0.7m and two vertical web members of Φ0.5m steel tubes.

4. The arch bridge construction method according to claim 3, characterized in that: In S2, a "K"-shaped steel tube diagonal brace is set on the upper chord plane of the main arch above the bridge deck, and an "I" steel tube vertical brace is used on the upper and lower chords at the hanger. A combined horizontal brace is formed by the "K"-shaped steel tube diagonal brace and the "I" steel tube vertical brace; a "K"-shaped steel tube diagonal brace and an intercostal beam diagonal brace are set below the bridge deck.

5. The arch bridge construction method according to claim 4, characterized in that: The main arch hanger is made of multiple bundles of epoxy-sprayed steel strands extruded into a hanger cable body, with its two ends located at the upper edge of the upper chord of the main arch and the lower flange of the main beam respectively. The upper chord of the main arch is the tensioning end, and the lower flange of the main beam is the fixed end.

6. The arch bridge construction method according to claim 1, characterized in that: The tensile strength of the steel strand is not less than 860MPa, and the cables above the sidewalk are protected and decorated with Haver tubes. The main bridge deck is paved with asphalt concrete, and the sidewalk is paved with sidewalk slabs + cement mortar + sidewalk tiles.

7. The arch bridge construction method according to claim 1, characterized in that: The steel-concrete composite bridge deck adopts a composite slab of steel base plate and steel fiber concrete, which are connected by shear nails in the steel lattice beam section and by perforated plates and internally penetrated steel bars in the non-steel lattice beam section.

8. The arch bridge construction method according to claim 1, characterized in that: The approach bridge adopts a double span bridge, and the main beams of the upper structure are all assembled prestressed small box beams, and the simply supported bridge deck is continuous. The small box beams are arranged horizontally with the middle beam and side beams, and the joints are cast in the middle.

9. The arch bridge construction method according to claim 1, characterized in that: S1 also includes the following steps: S1.1: Clean up the construction site and remove debris and soft soil layers; S1.2: Strengthen the foundation using cast-in-place piles or mixing piles.

10. The arch bridge construction method according to claim 1, characterized in that: It also includes the installation of ancillary facilities, including railings, street lights and drainage systems.

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