A Spatial Double-Main Cable Assembled Suspension Bridge and Its Construction Method

Abstract

The present invention relates to a spatial double main cable assembled suspension bridge and its construction method. The suspension bridge includes concrete gravity abutments, uplift anchor rods, prestressed suspension main cables, precast π-shaped supports, precast separated bridge decks, bridge deck system stabilizing steel tendons, anchor fittings, pedestrian guardrails and bridge deck pavements. The concrete gravity abutments are respectively arranged on both sides of the river bank and are anchored to the rock mass through uplift anchor rods. The prestressed suspension main cables are provided with two strands, which are symmetrically distributed and are anchored to the concrete gravity abutments through anchor fittings. The precast π-shaped supports are arranged longitudinally and are connected to the two strands of prestressed suspension main cables. The precast separated bridge decks are in multiple segments, and each segment is lapped on the front and rear two precast π-shaped supports. The bridge deck system stabilizing steel tendons pass through the steel tendon holes reserved in the precast separated bridge decks and are anchored at the concrete gravity abutments. Compared with the prior art, the present invention has the advantages of clear structural force, high stability, low construction cost, etc.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge engineering, and particularly to a spatial double main cable assembled suspension bridge and a construction method thereof. Background Technique

[0002] A suspension bridge, also known as a catenary bridge, is a bridge structural system that uses a tensioned suspension main cable or steel bundles embedded in the bridge deck as the main load-bearing members. There are many similarities between suspension bridges and suspension cable bridges. Both use prestressed cables and corresponding anchoring components to bear loads. The difference is that the load-bearing cables of suspension bridges are usually embedded in the bridge deck structure or arranged under the bridge deck to bear loads, while suspension cable bridges mostly arrange the load-bearing main cables above the bridge deck structure and suspend the bridge deck system through suspenders.

[0003] The world's first suspension bridge, the Leonel Viera Bridge, was completed and opened to traffic in Uruguay in 1965. The construction steps of this bridge specifically include: 1) Erection of the load-bearing main cable and anchoring it to the uplift foundations pre-buried on both sides of the river; 2) Laying precast concrete segments on the load-bearing main cable to form a preliminary suspension system; 3) Loading temporary weights on the precast concrete segments to increase the prestress of the main cable and improve the pre-stiffness of the suspension system, and at the same time pouring concrete to fill the segment gaps; 4) Removing the temporary weights, causing the main cable to contract and lift the bridge deck, and further subjecting the concrete structure to prestress. This bridge embodies the main characteristics of suspension bridges: 1) The height of the concrete beam structure is relatively small, and it only provides the functions of dispersing and transferring the upper load and ensuring the continuity of the system; 2) The geometric stiffness of the bridge deck system provides the stiffness and stability of the main beam, and its shape is controlled by the prestress system. As a traditional suspension bridge, this structure has a clear force system, low cost, and a unique, light and beautiful appearance. However, traditional suspension bridges have the following defects: 1) Only using the tensioned suspension as the load-bearing structure, the structural stiffness is relatively small, and the deflection deformation is larger than that of traditional beam bridges, arch bridges and other combined structural systems; 2) As the load-bearing main cable is only tensioned in the vertical plane, the lateral stability of the structure is insufficient, and large lateral shear forces will be generated at the anchoring ends of the main cable under the action of lateral wind loads; 3) The vertical elevation of the bridge deck sags with the self-weight of the cable. Although increasing the prestress of the cable has a certain improvement on the smoothness of the bridge deck, the effect is limited. Summary of the Invention

[0004] The purpose of the present invention is to overcome the above-mentioned defects existing in the prior art and provide a spatial double main cable assembled suspension bridge and a construction method thereof.

[0005] The purpose of the present invention can be achieved by the following technical solutions:

[0006] A spatial double-main cable prefabricated suspension bridge, the suspension bridge comprising a concrete gravity abutment (1), anti-pulling anchor bolts (2), prestressed suspension main cables (3), prefabricated π-shaped supports (4), prefabricated separated bridge decks (5), bridge deck system stabilizing steel tendons (6) and anchor fittings (7); the concrete gravity abutments (1) are respectively arranged on both sides of the riverbank or canyon and are anchored to the rock mass through the anti-pulling anchor bolts (2); the prestressed suspension main cables (3) are provided with two strands, symmetrically distributed and anchored to the concrete gravity abutment (1) through the anchor fittings (7); the prefabricated π-shaped supports (4) are longitudinally arranged and connected to the two strands of prestressed suspension main cables (3); the prefabricated separated bridge decks (5) are in multiple segments, and each segment of the prefabricated separated bridge deck (5) is lapped on the front and rear two prefabricated π-shaped supports (4); the bridge deck system stabilizing steel tendons (6) are arranged through the steel tendon holes reserved in the prefabricated separated bridge decks (5) and are anchored on the concrete gravity abutment (1).

[0007] Further, the concrete gravity abutment (1) comprises a bearing platform (101), a bridge deck end cross beam (102), an anchor bolt anchoring end (103), a suspension main cable anchoring end (104) and a stabilizing steel tendon anchoring end (105); the bridge deck end cross beam (102) is arranged on the bearing platform (101); the anchor bolt anchoring end (103), the suspension main cable anchoring end (104) and the stabilizing steel tendon anchoring end (105) are respectively arranged on the bearing platform (101).

[0008] Further, the anti-pulling anchor bolt (2) comprises an anchoring rod body (201) and a bearing platform anchor fitting (202); the anti-pulling anchor bolt (2) is anchored to the anchor bolt anchoring end (103) through the bearing platform anchor fitting (202) and is anchored to the rock mass through the anchoring rod body (201) driven into the foundation.

[0009] Further, the prefabricated π-shaped support (4) comprises a bridge deck middle cross beam (401), a rigid support plate (402), an upper buckle (403), a lower buckle (404) and a transverse connecting rod (405); the bridge deck middle cross beam (401) is fixed at the center of the plane end of the rigid support plate (402); the upper buckles (403) are symmetrically welded on the two side support ends of the rigid support plate (402); the upper buckles (403) and the lower buckles (404) are respectively connected to the two side prestressed suspension main cables (3) through bolts; the transverse connecting rod (405) is fixedly connected through the holes reserved on the symmetric upper buckles (403).

[0010] Furthermore, the prefabricated split bridge deck (5) includes a middle bridge deck (501), end bridge decks (502), bridge deck prestressed steel tendons (503), and prestressed steel tendon anchorage ends (504); the prestressed steel tendon anchorage ends (504) are located on the end bridge decks (502); the bridge deck prestressed steel tendons (503) pass through the middle holes reserved in the prefabricated split bridge deck (5) and are anchored to the prestressed steel tendon anchorage ends (504) through anchorages (7).

[0011] Furthermore, there are two bridge deck stability steel tendons (6), which are symmetrically arranged and pass through the holes on both sides of the prefabricated split bridge deck (5).

[0012] Furthermore, the anchorages (7) include suspension cable main cable anchorages (701), stability steel tendon anchorages (702), and prestressed steel tendon anchorages (703); the prestressed suspension cable main cables (3) are anchored to the suspension cable main cable anchorage ends (104) through the suspension cable main cable anchorages (701); the bridge deck stability steel tendons (6) are anchored to the stability steel tendon anchorage ends (105) through the stability steel tendon anchorages (702); the bridge deck prestressed steel tendons (503) are anchored to the prestressed steel tendon anchorage ends (504) through the prestressed steel tendon anchorages (703).

[0013] Furthermore, the prestressed suspension cable main cables (3) are prestressed suspension cable main cables made of carbon fiber high-strength steel wires; the prefabricated split bridge decks (5) are prefabricated split bridge decks made of steel materials.

[0014] Furthermore, pedestrian guardrails (8) are installed on both sides of the prefabricated split bridge deck (5), and bridge deck pavement (9) is laid on the upper part.

[0015] A construction method for implementing the spatial double-main-cable assembled suspension bridge described above includes the following steps:

[0016] Step 1: Reinforce the rock masses on both sides of the river or canyon, pour concrete gravity abutments (1) respectively, install anti-pulling anchor bolts (2) between the bearing platforms (101) and the rock masses, reserve suspension cable main cable anchorage ends (104) and stability steel tendon anchorage ends (105) on the bearing platforms (101), and install bridge deck end crossbeams (102).

[0017] Step 2: Erect temporary guiding cables and construction catwalks between the concrete gravity abutments (1) on both sides, install prestressed suspension cable main cables (3), and complete the first tensioning and pre-lifting.

[0018] Step 3: Erect temporary hoisting brackets and hoisting cables on both side caissons (101) respectively, symmetrically erect temporary supports, fix the first precast π-shaped support (4), and erect the end bridge deck (502); then symmetrically hoist the precast π-shaped supports (4) in sections, and fix them on the prestressed suspension main cable (3) by bolts between the upper fastener petals (403) and the lower fastener petals (404) at the lower part thereof; set temporary diagonal braces between every two adjacent rigid gusset plates (402), and then erect the middle bridge deck (501);

[0019] Step 4: Hoist the remaining precast π-shaped supports (4), middle bridge decks (501) from both ends to the middle one by one and add temporary diagonal braces until the whole bridge span is closed; synchronously monitor and adjust the deformation and tensile stress of the prestressed suspension main cable (3);

[0020] Step 5: Remove the temporary hoisting brackets, hoisting cables, the catwalk for main cable construction and the temporary supports of piers and abutments;

[0021] Step 6: Remove the temporary diagonal braces between the precast π-shaped supports (4); tension the prestressed steel bundles (503) of the bridge deck and the stabilizing steel bundles (6) of the bridge deck system, and further adjust the tensile stress and deformation of the prestressed suspension main cable (3);

[0022] Step 7: Install pedestrian guardrails (8) on both sides of the bridge deck of the suspension bridge, lay the bridge deck pavement (9) on the bridge deck, apply the secondary dead load, and finally adjust the tensile stress and deformation of the prestressed suspension main cable (3).

[0023] Compared with the prior art, the present invention has the following beneficial effects:

[0024] 1. The space prestressed suspension main cables arranged symmetrically are adopted, and prestress can be applied both longitudinally and transversely to the bridge, so that the longitudinal and transverse stiffness of the structure are both guaranteed; and for the lateral force of the space double main cable structure, on the one hand, it is balanced by the transverse connecting rod at the mid-span, and on the other hand, the lateral tensile force can also be effectively reduced at the end piers and abutments, thereby reducing the requirements for additional stress-bearing structures at the piers and abutments.

[0025] 2. The precast π-shaped supports are adopted to transfer the bridge deck load to the suspension main cable, and the upper middle cross beam is the connecting and supporting part of the precast split bridge deck; at the same time, the rigid gusset plates separate the bridge deck system from the suspension main cable to effectively avoid the problem that the traditional suspension bridge deck sags with the suspension; the transverse connecting rod provides constraints for the main cable to enhance the integrity and stability of the rigid frame structure.

[0026] III. The design of the dimensions of each precast π-shaped support structure directly affects the alignment of the spatial double main cables and the elevation and undulation of the bridge deck. Through reasonable design and shaping, the spatial double main cables can achieve an approximate catenary shape both in the vertical plane and the horizontal plane, thereby optimizing the force-bearing of the structural system and reducing the use of additional materials, making the structural shape have the beauty of regular changes.

[0027] IV. Arranging the bridge deck and the main cables separately has a clear force transmission path for the structure, improves construction convenience, and the precast π-shaped supports can be erected piece by piece along the main cables and then the bridge deck can be lapped. At the same time, the stabilizing steel tendons of the bridge deck system run through the bridge deck, further improving its lateral stability. And to avoid the high and low undulation of the bridge deck, a reasonable bridge deck slope can be adopted to improve the walking comfort and reflect humanistic care. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 is the elevation view of the structure of the present invention;

[0029] Figure 2 is the axonometric view of the structure of the present invention;

[0030] Figure 3 is the schematic diagram of the force-bearing structure of the present invention;

[0031] Figure 4 is the plan view of the structure of the present invention;

[0032] Figure 5 is the schematic diagram of the A-A cross-section of the present invention;

[0033] Figure 6 is the schematic diagram of the general segment structure of the present invention;

[0034] Figure 7 is the schematic diagram of the concrete gravity abutment structure;

[0035] Figure 8 is the elevation layout diagram of the steel tendons of the concrete gravity abutment;

[0036] Figure 9 is the plan layout diagram of the steel tendons of the concrete gravity abutment;

[0037] Figure 10 is the schematic diagram of the precast π-shaped support structure;

[0038] Figure 11 is the schematic diagram of the middle bridge deck structure;

[0039] Figure 12 is the schematic diagram of the end bridge deck structure;

[0040] Figure 13 is the schematic diagram of the suspension band main cable anchor structure;

[0041] Figure 14 Schematic diagram of the structure of the steel strand anchor for stability

[0042] Figure 15 Schematic diagram of the structure of the prestressed steel strand anchor

[0043] As indicated by the reference numerals in the figure

[0044] 1. Concrete gravity abutment, 101. Cap, 102. End cross beam of the bridge deck, 103. Anchoring end of the anchor rod, 104. Anchoring end of the suspension main cable, 105. Anchoring end of the stability steel strand, 2. Uplift anchor rod, 201. Anchor rod body, 202. Anchor for the cap, 3. Prestressed suspension main cable, 4. Prefabricated π-shaped support, 401. Middle cross beam of the bridge deck, 402. Rigid support plate, 403. Upper lobe of the fastener, 404. Lower lobe of the fastener, 405. Transverse connecting rod, 5. Prefabricated separated bridge deck, 501. Middle bridge deck, 502. End bridge deck, 503. Prestressed steel strand of the bridge deck, 504. Anchoring end of the prestressed steel strand, 6. Stability steel strand of the bridge deck system, 7. Anchor, 701. Anchor for the suspension main cable, 702. Anchor for the stability steel strand, 703. Anchor for the prestressed steel strand, 8. Pedestrian guardrail, 9. Bridge deck pavement Detailed implementation method

[0045] The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. This embodiment is implemented on the premise of the technical solution of the present invention, and the detailed implementation method and specific operation process are given, but the protection scope of the present invention is not limited to the following embodiments

[0046] Embodiment

[0047] As Figures 1 to 15 shown, a spatial double-main-cable prefabricated suspension bridge, the suspension bridge includes a concrete gravity abutment 1, a cap 101, an end cross beam 102 of the bridge deck, an anchoring end 103 of the anchor rod, an anchoring end 104 of the suspension main cable, an anchoring end 105 of the stability steel strand, an uplift anchor rod 2, an anchor rod body 201, an anchor 202 for the cap, a prestressed suspension main cable 3, a prefabricated π-shaped support 4, a middle cross beam 401 of the bridge deck, a rigid support plate 402, an upper lobe 403 of the fastener, a lower lobe 404 of the fastener, a transverse connecting rod 405, a prefabricated separated bridge deck 5, a middle bridge deck 501, an end bridge deck 502, a prestressed steel strand 503 of the bridge deck, an anchoring end 504 of the prestressed steel strand, a stability steel strand 6 of the bridge deck system, an anchor 7, an anchor 701 for the suspension main cable, an anchor 702 for the stability steel strand, an anchor 703 for the prestressed steel strand, a pedestrian guardrail 8 and a bridge deck pavement 9

[0048] Among them, the concrete gravity abutments 1 are respectively arranged on both sides of the river bank or canyon, and serve as the anchorages of the prestressed suspension main cables 3 through the action of their own structure weights; the anti-pulling anchor rods 2 are anchored to the anchor rod anchoring ends 103 on the concrete gravity abutments 1 through the cap anchor fittings 202, and the anchoring rod bodies 201 driven into the foundation at the other end are fixed to the rock mass to provide additional anti-pulling capacity and prevent the cap 101 from being pulled and overturned; the bridge deck end cross beam 102 is placed on the cap 101 to provide vertical support forces at both ends of the suspension bridge; by leaving two empty grooves in the middle of the cap 101, it is ensured that the anchoring ends 104 of the suspension main cables and the anchoring ends 105 of the stabilizing steel bundles can be separated in different spaces to place the corresponding anchor fittings (7), and there is enough construction and maintenance space.

[0049] Two symmetrically arranged prestressed suspension main cables 3 pass through the bridge deck end cross beam 102 at the cap 101 and are anchored to the anchoring ends 104 of the suspension main cables through the suspension main cable anchor fittings 701; the precast π-shaped supports 4 are welded by the bridge deck middle cross beam 401, the rigid gusset plates 402 and two upper buckle petals 403, and the two upper buckle petals 403 and the lower buckle petals 404 are respectively connected by bolts to form complete buckles. The precast π-shaped supports 4 are connected to the prestressed suspension main cables 3 through the buckles and are supported by them, and a group of symmetrically arranged upper buckle petals 403 reserve transverse railing holes to fix the transverse connecting rod 405; each section of the precast separated bridge deck 5 overlaps on the front and rear two precast π-shaped supports 4 and is separated by the bridge deck middle cross beam 401. The spatial linear shape of the prestressed suspension main cables 3 in this layout structure is controlled by the positions of multiple continuously arranged precast π-shaped supports 4; the elevation and smoothness of the precast separated bridge deck 5 are controlled by the heights of the precast π-shaped supports 4.

[0050] The precast separated bridge deck 5 reserves steel bundle holes, and the bridge deck prestressed steel bundles 503 passing through the middle holes are tensioned to connect the precast separated bridge deck 5 and the bridge deck middle cross beam 401, thereby improving the structural stiffness of the main beam in the longitudinal direction of the bridge; while the transverse stiffness and wind resistance of the bridge deck system are provided by tensioning the bridge deck stabilizing steel bundles 6 passing through the two side holes; the bridge deck prestressed steel bundles 503 are anchored to the prestressed steel bundle anchoring ends 504 reserved at the end bridge deck 502 through the prestressed steel bundle anchor fittings 703; the bridge deck stabilizing steel bundles 6 are anchored to the stabilizing steel bundle anchoring ends 105 through the stabilizing steel bundle anchor fittings 702.

[0051] The upper part of the bridge deck of the precast separated bridge deck 5 is paved with the bridge deck pavement 9, and pedestrian guardrails 8 are installed on both sides to meet the pedestrian needs and reflect the humanistic care.

[0052] During the actual construction process, the construction method of this spatial double-main-cable assembled suspension bridge includes the following steps:

[0053] 1. Reinforce the rock masses on both sides of the river channel or on both sides of the canyon, pour concrete gravity abutments 1 respectively, install uplift anchor rods 2 between the cap 101 and the rock mass, reserve the suspension main cable anchorage end 104 and the stabilizing steel strand anchorage end 105 on the cap 101, and then install the deck end cross beam 102.

[0054] 2. Erector temporary guide cables and construction catwalks between the concrete gravity abutments 1 on both sides to install the prestressed suspension main cable 3, and complete the first tensioning and pre-lifting.

[0055] 3. Erector temporary hoisting brackets and hoisting cables on the caps 101 on both sides respectively, symmetrically erect temporary supports to fix the first precast π-shaped support 4, and then install the end deck 502; then symmetrically piece by piece hoist the precast π-shaped support 4, and the upper buckle 403 of the fastener at its lower part is connected to the lower buckle 404 of the fastener by bolts to be fixed on the prestressed suspension main cable 3; temporary diagonal braces are arranged between every two adjacent rigid gusset plates 402, and then the middle deck 501 is installed.

[0056] 4. Piece by piece hoist the remaining precast π-shaped supports 4, the middle deck 501 and add temporary diagonal braces until the whole bridge span is closed; this construction process is carried out symmetrically from both ends to the middle, and for each completed group of piece-by-piece hoisting, the deformation and tension stress of the prestressed suspension main cable 3 should be monitored and adjusted.

[0057] 5. Remove the temporary hoisting brackets, hoisting cables, the main cable construction catwalk and the pier and abutment temporary supports.

[0058] 6. Remove the temporary diagonal braces between the precast π-shaped supports 4; tension the deck prestressed steel strands 503 and the deck system stabilizing steel strands 6, and further adjust the tension stress and deformation of the prestressed suspension main cable 3.

[0059] 7. Install pedestrian guardrails 8 on both sides of the bridge deck, lay bridge deck paving 9 on the bridge deck, apply the secondary dead load, and adjust the tension stress and deformation of the prestressed suspension main cable 3 again.

[0060] The preferred specific embodiments of the present invention have been described in detail above. It should be understood that those of ordinary skill in the art can make many modifications and variations according to the concept of the present invention without creative work. Therefore, all technical solutions that can be obtained by those skilled in the art in the technical field based on the concept of the present invention through logical analysis, reasoning or limited experiments on the basis of the prior art should be within the protection scope determined by the claims.

Claims

1. A spatial double main cable prefabricated suspension bridge, characterized in that, The described suspension bridge includes concrete gravity abutments (1), uplift anchor rods (2), prestressed suspension main cables (3), precast π-shaped supports (4), precast separated bridge decks (5), bridge deck system stabilizing steel strands (6), and anchor fittings (7); the concrete gravity abutments (1) are respectively arranged on both sides of the riverbank or canyon and are anchored to the rock mass through the uplift anchor rods (2); the prestressed suspension main cables (3) are provided with two strands, symmetrically distributed and anchored to the concrete gravity abutments (1) through the anchor fittings (7); the precast π-shaped supports (4) are arranged longitudinally and connected to the two strands of prestressed suspension main cables (3); the precast separated bridge decks (5) are in multiple segments, and each segment of the precast separated bridge deck (5) is lapped on the front and rear two precast π-shaped supports (4); the bridge deck system stabilizing steel strands (6) are arranged through the steel strand holes reserved in the precast separated bridge decks (5) and are anchored on the concrete gravity abutments (1). The described concrete gravity abutment (1) includes a bearing platform (101), a bridge deck end cross beam (102), an anchor rod anchoring end (103), a suspension main cable anchoring end (104), and a stabilizing steel strand anchoring end (105); the bridge deck end cross beam (102) is arranged on the bearing platform (101); the anchor rod anchoring end (103), the suspension main cable anchoring end (104), and the stabilizing steel strand anchoring end (105) are respectively arranged on the bearing platform (101). The described precast π-shaped support (4) includes a bridge deck middle cross beam (401), a rigid support plate (402), an upper fastener flap (403), a lower fastener flap (404), and a transverse connecting rod (405); the bridge deck middle cross beam (401) is fixed at the center of the plane end of the rigid support plate (402); the upper fastener flaps (403) are symmetrically welded on the two side support ends of the rigid support plate (402); the upper fastener flaps (403) and the lower fastener flaps (404) are respectively connected to the two side prestressed suspension main cables (3) through bolts; the transverse connecting rod (405) is fixedly connected through the holes reserved on the symmetric upper fastener flaps (403). The described precast separated bridge deck (5) includes a middle bridge deck (501), an end bridge deck (502), bridge deck prestressed steel strands (503), and prestressed steel strand anchoring ends (504); the prestressed steel strand anchoring ends (504) are located on the end bridge decks (502); the bridge deck prestressed steel strands (503) pass through the middle holes reserved in the precast separated bridge decks (5) and are anchored to the prestressed steel strand anchoring ends (504) through the anchor fittings (7). The described anchor (7) includes a suspension cable main cable anchor (701), a stabilizing steel strand anchor (702), and a prestressed steel strand anchor (703); the prestressed suspension cable main cable (3) is anchored to the suspension cable main cable anchorage end (104) through the suspension cable main cable anchor (701); the deck system stabilizing steel strand (6) is anchored to the stabilizing steel strand anchorage end (105) through the stabilizing steel strand anchor (702); the bridge deck prestressed steel strand (503) is anchored to the prestressed steel strand anchorage end (504) through the prestressed steel strand anchor (703).

2. The spatial double main cable assembled suspension bridge according to claim 1, wherein The described uplift anchor rod (2) includes an anchor rod body (201) and a pile cap anchor (202); the uplift anchor rod (2) is anchored to the anchor rod anchorage end (103) through the pile cap anchor (202), and is anchored to the rock mass through the anchor rod body (201) driven into the foundation.

3. A spatial double-main cable assembled suspension bridge according to claim 1, characterized in that There are two of the deck system stabilizing steel strands (6), which are symmetrically arranged and pass through the holes on both sides of the precast separated bridge deck (5).

4. The space double main cable assembled suspension bridge according to claim 1, characterized in that, The prestressed suspension cable main cable (3) is a prestressed suspension cable main cable made of carbon fiber high-strength steel wires; the precast separated bridge deck (5) is a precast separated bridge deck made of steel materials.

5. A spatial double main cable prefabricated suspension bridge according to claim 1, characterized in that, Pedestrian guardrails (8) are installed on both sides of the precast separated bridge deck (5), and a bridge deck pavement (9) is laid on the upper part.

6. A construction method for realizing the spatial double main cable assembled suspension bridge according to claim 5, characterized in that, The described method includes the following steps: Step 1: Reinforce the rock masses on both sides of the river or canyon, pour concrete gravity abutments (1) respectively, install uplift anchor rods (2) between the pile cap (101) and the rock mass, reserve a suspension cable main cable anchorage end (104) and a stabilizing steel strand anchorage end (105) on the pile cap (101), and install a bridge deck end cross beam (102). Step 2: Erector a temporary guiding cable and a construction catwalk between the concrete gravity abutments (1) on both sides, install the prestressed suspension cable main cable (3), and complete the first tensioning and pre-lifting. Step 3: Erector temporary hoisting brackets and lifting cables on the pile caps (101) on both sides respectively, symmetrically erect temporary supports, fix the first precast π-shaped support (4), and erect the end bridge deck (502); then symmetrically piece by piece hoist the precast π-shaped supports (4), and fix them on the prestressed suspension cable main cable (3) through the bolts between the upper buckle (403) and the lower buckle (404) of the fasteners at their lower parts; install temporary diagonal struts between every two adjacent rigid gusset plates (402), and then erect the middle bridge deck (501). Step 4: Piece by piece hoist the remaining precast π-shaped supports (4), middle bridge decks (501) from both ends to the middle until the whole bridge span is closed; synchronously monitor and adjust the deformation and tension stress of the prestressed suspension cable main cable (3). Step 5: Remove the temporary hoisting brackets, lifting cables, the main cable construction catwalk, and the temporary supports of the piers and abutments. Step 6: Remove the temporary diagonal struts between the precast π-shaped supports (4); tension the bridge deck prestressed steel strands (503) and the deck system stabilizing steel strands (6), and further adjust the tension stress and deformation of the prestressed suspension cable main cable (3). Step 7: Install pedestrian guardrails (8) on both sides of the deck of the suspension bridge, lay the deck paving (9) on the deck, apply the secondary dead load, and finally adjust the tensile stress and deformation of the prestressed suspension main cable (3).

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