Suspension bridge deep water anchorage foundation and construction method
By employing independent caisson and hollow pier structures in the deep-water anchorage foundation of suspension bridges, combined with construction methods using steel shells and UHPC shells, the technical challenges of anchorage construction in ultra-deep water environments have been solved, achieving improved construction convenience and stability.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Patents(China)
- Current Assignee / Owner
- CHINA RAILWAY MAJOR BRIDGE RECONNAISSANCE & DESIGN INSTITUTE CO LTD
- Filing Date
- 2025-12-25
- Publication Date
- 2026-07-21
AI Technical Summary
The construction of anchorages for suspension bridges in ultra-deep water environments faces challenges such as great water depth, complex geological conditions, strong water flow, and high technical difficulty in construction.
Design a deep-water anchorage foundation for a suspension bridge, employing at least two independent caissons and inclined and vertical piers. The caissons and piers are hollow structures, combining steel shells and UHPC shells. Inclined and vertical piers are fixed on the caissons, and anchor bodies are installed on the pier caps. The foundation is then cast using a specific construction method.
Reducing the weight of precast components reduces water erosion and self-weight, decreases foundation stress, lowers construction difficulty and workload, and improves the stability and bearing capacity of anchor foundations.
Smart Images
Figure CN121575790B_ABST
Abstract
Description
Technical Field
[0001] This application relates to the field of bridge construction technology, specifically to a deep-water anchorage foundation for a suspension bridge and its construction method. Background Technology
[0002] With the continuous iteration and upgrading of bridge engineering technology, bridge construction is gradually breaking through towards large spans and deep water areas. For large-span suspension bridges, in addition to bearing huge vertical forces, they also bear huge oblique tensile forces transmitted by the main cable. Moreover, the anchor point of the main cable is high, which increases the additional bending moment on the top surface of the anchor foundation.
[0003] In related technologies, anchorages are the core load-bearing components that determine the safety performance and functionality of suspension bridges. In the field of anchorage construction for offshore suspension bridges, there are relatively few existing engineering cases at home and abroad. Existing cases are all limited to shallow water environments. The maximum water depth of the anchorages used in the Dalian Xinghai Bay Bridge is about 30 meters. Compared with anchorages in shallow water areas, the construction of anchorages in ultra-deep water environments faces multiple challenges such as greater water depth, complex geological conditions, strong water flow, and high construction technical difficulty.
[0004] Therefore, it is necessary to design a deep-water anchorage foundation for suspension bridges to overcome the above problems. Summary of the Invention
[0005] This application provides a deep-water anchorage foundation and construction method for suspension bridges, which can solve the technical problems faced by anchorage construction in ultra-deep water environments, such as large water depth, complex geological conditions, strong water flow, and high construction difficulty.
[0006] In a first aspect, embodiments of this application provide a deep-water anchorage foundation for a suspension bridge, comprising: at least two caissons and an anchor body, wherein the at least two caissons are spaced apart, each caisson is fixedly provided with spaced-apart inclined piers and vertical piers, both of which are hollow structures, and the top of each inclined pier and vertical pier is fixedly provided with a bearing platform; the anchor body is fixedly provided on the bearing platform.
[0007] In conjunction with the first aspect, in one embodiment, the inclined pier includes a first steel shell, on which a first UHPC shell is cast, the first UHPC shell and the first steel shell being coaxially arranged, a plurality of first inner cylinders being provided inside the first steel shell, the plurality of first inner cylinders being inserted into the caisson, and concrete being poured between the plurality of first inner cylinders and the first steel shell; the vertical pier includes a second steel shell, on which a second UHPC shell is cast, the second UHPC shell and the second steel shell being coaxially arranged, a plurality of second inner cylinders being provided inside the second steel shell, the plurality of second inner cylinders being inserted into the caisson, and concrete being poured between the plurality of second inner cylinders and the second steel shell.
[0008] In conjunction with the first aspect, in one embodiment, the wall thickness of both the first steel shell and the second steel shell is set to 40~100 mm, and the wall thickness of both the first inner cylinder and the second inner cylinder is set to 20~30 mm.
[0009] In conjunction with the first aspect, in one embodiment, the cross-sections of both the first inner cylinder and the second inner cylinder are fan-shaped, a first cross-shaped partition wall is formed between the plurality of first inner cylinders, and a first outer wall partition plate connected to the first cross-shaped partition wall is formed between the plurality of first inner cylinders and the first steel shell, and the caisson is cast integrally with the first cross-shaped partition wall and the first outer wall partition plate; a second cross-shaped partition wall is formed between the plurality of second inner cylinders, and a second outer wall panel connected to the second cross-shaped partition wall is formed between the plurality of second inner cylinders and the second steel shell, and the caisson is cast integrally with the second cross-shaped partition wall and the second outer wall partition plate.
[0010] In conjunction with the first aspect, in one embodiment, the caisson includes an outer wall, and at least two cylinders are provided inside the outer wall. The at least two cylinders are connected to the outer wall through multiple partition walls, and the cylinders are provided with pier mounting positions.
[0011] In conjunction with the first aspect, in one embodiment, the cylinder is provided with a plurality of insertion holes, the plurality of insertion holes are configured in a fan shape, the plurality of insertion holes form a circle, a plurality of first inner cylinders are inserted into the insertion holes of one cylinder, a plurality of second inner cylinders are inserted into the insertion holes of another cylinder, a first steel shell is placed on one cylinder, the first UHPC shell is cast integrally with one cylinder, and a second steel shell is placed on another cylinder, the second UHPC shell is cast integrally with the other cylinder.
[0012] In conjunction with the first aspect, in one embodiment, the angle between the inclined pier and the horizontal plane is set to 45°~85°.
[0013] In conjunction with the first aspect, in one embodiment, the anchor body includes a front anchor chamber and a cable saddle support that are connected to each other, the front anchor chamber and the cable saddle support being fixed above the pier.
[0014] In conjunction with the first aspect, in one embodiment, supports are provided between the inclined pier and the foundation, as well as between the vertical pier and the foundation.
[0015] Secondly, embodiments of this application provide a construction method for a deep-water anchorage foundation of a suspension bridge, which includes the following steps: Complete the foundation bed construction and drive multiple steel pipe piles into the foundation bed. At the same time, complete the construction of inclined and vertical piers on the precast caisson, so that the caisson, inclined and vertical piers are cast into one piece. The caisson, along with the inclined and vertical piers, was floated to the site and sunk onto the foundation. Then, an anti-scouring structure was laid around the caisson. Cast foundations on the inclined and vertical piers, and then cast anchor bodies on the foundations.
[0016] The beneficial effects of the technical solutions provided in this application include: By setting the caisson foundation as at least two independent caissons, the weight of prefabricated components is reduced, facilitating construction. By fixing inclined and vertical piers on the caissons and making the inclined and vertical piers hollow structures, the scouring and force of water flow are reduced, while the self-weight of the piers is reduced, the ground stress at the front end of the anchor foundation is reduced, and the difficulty and amount of foundation treatment are reduced. This solves the technical problems faced by anchor construction in ultra-deep water environments, such as large water depth, complex geological conditions, strong water flow, and high construction technical difficulty. Attached Figure Description
[0017] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0018] Figure 1 A structural schematic diagram of a deep-water anchorage foundation for a suspension bridge provided in this application embodiment; Figure 2 A side view of a deep-water anchorage foundation for a suspension bridge provided in an embodiment of this application; Figure 3 This is a schematic diagram of the structural composition of the inclined pier column provided in the embodiments of this application; Figure 4 A schematic cross-sectional view of the inclined pier column provided in an embodiment of this application; Figure 5 This is a schematic diagram of the structure of the first inner cylinder provided in an embodiment of this application; Figure 6 A bottom view of the first inner cylinder provided in an embodiment of this application; Figure 7 This is a schematic diagram of the structural composition of the vertical pier column provided in the embodiments of this application; Figure 8 This is a schematic diagram of the structure of the caisson provided in the embodiments of this application; Figure 9 A top view of the caisson provided in an embodiment of this application; Figure 10 The longitudinal bridge displacement cloud diagram of the anchorage foundation provided in this application embodiment; Figure 11 The maximum principal stress cloud diagram of the anchorage foundation provided in the embodiments of this application; Figure 12 The minimum principal stress cloud diagram of the anchorage foundation provided in the embodiments of this application.
[0019] In the diagram: 1. Caisson; 11. Outer wall; 12. Cylinder; 13. Partition wall; 2. Inclined pier; 21. First steel shell; 22. First UHPC shell; 23. First inner cylinder; 24. First cross-shaped partition wall; 25. First outer wall partition; 3. Vertical pier; 31. Second steel shell; 32. Second UHPC shell; 33. Second inner cylinder; 4. Pier; 5. Anchor body; 51. Front anchor chamber; 52. Cable saddle support pier; 6. Support; 7. Subgrade; 8. Steel pipe pile; 9. Scour protection structure. Detailed Implementation
[0020] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present application.
[0021] This application provides a deep-water anchorage foundation and construction method for suspension bridges, which can solve the technical problems faced by anchorage construction in ultra-deep water environments, such as large water depth, complex geological conditions, strong water flow, and high construction technical difficulty.
[0022] See Figure 1 and Figure 2 As shown in the embodiment of this application, a deep-water anchorage foundation for a suspension bridge is provided, comprising: at least two caissons 1 and an anchor body 5. The at least two caissons 1 are spaced apart, and each caisson 1 is fixedly provided with spaced-apart inclined piers 2 and vertical piers 3. Both the inclined piers 2 and the vertical piers 3 are hollow structures, and a bearing platform 4 is fixedly provided at the top of the inclined piers 2 and the vertical piers 3. The anchor body 5 is fixedly provided on the bearing platform 4.
[0023] In this embodiment, the caisson foundation consists of two independent caissons 1. Compared with the traditional integral caisson foundation, this significantly reduces the weight of prefabricated components and facilitates construction. The cross-section of the caisson 1 can be set as a rounded rectangle to reduce the impact of water flow. The long axis of the caisson 1 is set along the direction of the bridge. The pier 4 adopts a hollow structure to reduce the self-weight of the deep-water anchorage foundation of the suspension bridge. Demonstratively, the two caissons 1 are set at intervals. Each caisson 1 is fixed with one inclined pier 2 and one vertical pier 3. The two inclined piers 2 are located in the front row of the deep-water anchorage foundation of the suspension bridge, and the two vertical piers 3 are located in the rear row of the deep-water anchorage foundation of the suspension bridge. The inclined piers 2 and the vertical piers 3 are set as hollow structures to reduce the scouring and water flow force, while also reducing the self-weight of the piers, reducing the foundation stress at the front end of the anchorage foundation, and reducing the difficulty and amount of foundation treatment.
[0024] Numerical simulation analysis of the deep-water anchorage foundation of the suspension bridge was performed using spatial finite element analysis software, such as... Figure 10 As shown, under the combined conditions of dead load, live load, and variable load, the maximum horizontal displacement of the deep-water anchorage foundation of the suspension bridge is 34 mm, which meets the horizontal displacement limit requirements of the specification. The horizontal displacement is the combined displacement of the longitudinal bridge direction and the transverse bridge direction. Figure 11 As shown, the maximum principal stress is the tensile stress. The areas where the anchorage tensile stress exceeds 1.5 MPa are distributed in the following regions: the side wall and bottom plate of the front anchor chamber 51 of the anchor body 5 (displayed value: 2.3 MPa); the rear bottom surface and front top surface of the pier cap 4 (displayed value: 2.6 MPa); the rear root of the rear vertical pier 3 (displayed value: 2.0 MPa); and the rear root of the front inclined pier 2 and the foundation top cover plate connected to it (displayed value: 1.5 MPa). Figure 12 As shown, the minimum principal stress is the compressive stress. The overall compressive stress of the anchorage is less than -14.9 MPa. The maximum overall compressive stress of the anchorage is located at the front root of the front inclined pier 2. The compressive stress of the cable saddle support pier 52 of the anchorage 5 is -4 MPa. The maximum compressive stress of the pier cap 4 is -2.3 MPa. The maximum compressive stress of the rear vertical pier 3 is -9.8 MPa. The compressive stress distribution of the caisson 1 is relatively uniform. The maximum compressive stress on the front side of the caisson 1 is -1.5 MPa.
[0025] This embodiment reduces the weight of prefabricated components and facilitates construction by setting the caisson foundation as at least two independent caissons 1. By fixing the inclined piers 2 and the vertical piers 3 on the caissons 1 and setting the inclined piers 2 and the vertical piers 3 as hollow structures, the scouring and force of the water flow are reduced, while the self-weight of the piers is reduced, the foundation stress at the front end of the anchor foundation is reduced, and the difficulty and amount of foundation treatment are reduced. This solves the technical problems of anchor construction in ultra-deep water environments, such as large water depth, complex geological conditions, strong water flow, and high construction technical difficulty.
[0026] Further, see Figure 3 , Figure 4 and Figure 7 As shown, in some embodiments, the inclined pier 2 includes a first steel shell 21, on which a first UHPC shell 22 is cast. The first UHPC shell 22 and the first steel shell 21 are coaxially arranged. The first steel shell 21 contains a plurality of first inner cylinders 23, which are inserted into the caisson 1. Concrete is poured between the plurality of first inner cylinders 23 and the first steel shell 21. The vertical pier 3 includes a second steel shell 31, on which a second UHPC shell 32 is cast. The second UHPC shell 32 and the second steel shell 31 are coaxially arranged. The second steel shell 31 contains a plurality of second inner cylinders 33, which are inserted into the caisson 1. Concrete is poured between the plurality of second inner cylinders 33 and the second steel shell 31.
[0027] In this embodiment, the cross-sections of both the inclined pier 2 and the vertical pier 3 are circular. The caisson 1 is integrally cast with the first UHPC shell 22 and the second UHPC shell 32. The wall thickness of both the first UHPC shell 22 and the second UHPC shell 32 is 10-20 cm, providing strong resistance to chloride ion corrosion. Both the first steel shell 21 and the second steel shell 31 are made of duplex stainless steel resistant to marine environments to enhance the durability of the deep-water anchorage foundation of the suspension bridge. The concrete possesses high strength and low shrinkage. The first steel shell 21 and the plurality of first inner cylinders 23, as well as the second steel shell 31 and the plurality of second inner cylinders 33, form a steel-concrete composite structure. This fully utilizes the synergistic effect of the materials, improves the bearing capacity of the inclined pier 2 and the vertical pier 3, and enhances the service performance of the deep-water anchorage foundation of the suspension bridge under ultimate bearing capacity and normal service conditions. At the same time, the buoyancy generated by the structure reduces its self-weight, thereby reducing the ground stress at the front end of the deep-water anchorage foundation of the suspension bridge, reducing the difficulty and amount of foundation treatment, and significantly reducing the effect of water flow compared to traditional solid wall panel structures.
[0028] Further, see Figure 3 , Figure 4 and Figure 7 As shown, in some embodiments, the wall thickness of the first steel shell 21 and the wall thickness of the second steel shell 31 are both set to 40~100 mm, and the wall thickness of the first inner cylinder 23 and the wall thickness of the second inner cylinder 33 are both set to 20~30 mm.
[0029] In this embodiment, the first steel shell 21 and the second steel shell 31 serve as the main load-bearing structures of the bridge pier. The wall thickness of both the first steel shell 21 and the second steel shell 31 can be set to 40~100 mm. The first inner cylinder 23 and the second inner cylinder 33 provide permanent waterproofing, ensuring that the inclined pier 2 and the vertical pier 3 remain water-free during operation. The wall thickness of both the first inner cylinder 23 and the second inner cylinder 33 can be set to 20~30 mm. After construction, the water inside the first inner cylinder 23 needs to be pumped out to reduce the front-end stress of the deep-water anchorage foundation of the suspension bridge. The second inner cylinder 33 can be filled with materials such as water, sand, and plain concrete to increase the rear-end self-weight of the deep-water anchorage foundation of the suspension bridge, thereby balancing the front-end stress difference of the deep-water anchorage foundation of the suspension bridge and improving the stability of the deep-water anchorage foundation of the suspension bridge.
[0030] Further, see Figure 3-6 As shown, in some embodiments, the cross-sections of the first inner cylinder 23 and the second inner cylinder 33 are both fan-shaped. A first cross-shaped partition wall 24 is formed between the plurality of first inner cylinders 23. A first outer wall partition 25 connected to the first cross-shaped partition wall 24 is formed between the plurality of first inner cylinders 23 and the first steel shell 21. The caisson 1 is cast integrally with the first cross-shaped partition wall 24 and the first outer wall partition 25. A second cross-shaped partition wall is formed between the plurality of second inner cylinders 33. A second outer wall panel connected to the second cross-shaped partition wall is formed between the plurality of second inner cylinders 33 and the second steel shell 31. The caisson 1 is cast integrally with the second cross-shaped partition wall and the second outer wall partition.
[0031] In this embodiment, the first inner cylinder 23 includes two interconnected first inner cylinder 23 vertical ribs and a first inner cylinder 23 wall panel. The two first inner cylinder 23 vertical ribs are vertically arranged. The bottom of the first inner cylinder 23 is sealed with a first bottom plate. The second inner cylinder 33 includes two interconnected second inner cylinder vertical ribs and a second inner cylinder wall panel. The two second inner cylinder vertical ribs are vertically arranged. The bottom of the second inner cylinder 33 is sealed with a second bottom plate. A first cross-shaped partition wall 24 is formed between two adjacent first inner cylinder 23 vertical ribs. A first outer wall partition 25 is formed between the first steel shell 21 and the first inner cylinder 23 wall panel. A second cross-shaped partition wall is formed between two adjacent second inner cylinder vertical ribs. A second outer wall partition is formed between the second steel shell 31 and the second inner cylinder wall panel.
[0032] Further, see Figure 1 , Figure 2 , Figure 8 and Figure 9As shown, in some embodiments, the caisson 1 includes an outer wall 11, and at least two cylinders 12 are provided inside the outer wall 11. The at least two cylinders 12 are connected to the outer wall 11 through multiple partition walls 13, and the cylinders 12 are provided with pier mounting positions.
[0033] In this embodiment, the upper part of the caisson 1 is a combination structure of a semi-circular frustum and a cuboid frustum, which is conducive to stress diffusion of the pier column. The caisson 1 is set as a hollow structure. Multiple cylinders 12 and multiple partition walls 13 divide the caisson 1 into multiple chambers. Each chamber has a connecting hole at the bottom. The planar projection of the cylinder 12 coincides with that of the inclined pier column 2 and the vertical pier column 3, ensuring smooth force transmission between the caisson 1 and the inclined pier column 2 and the vertical pier column 3.
[0034] Further, see Figure 1 , Figure 2 , Figure 8 and Figure 9 As shown, in some embodiments, the cylinder 12 is provided with a plurality of insertion holes, which are arranged in a fan shape and form a circle. A plurality of first inner cylinders 23 are inserted into the insertion holes of one cylinder 12, and a plurality of second inner cylinders 33 are inserted into the insertion holes of another cylinder 12. The first steel shell 21 is placed on one cylinder 12, and the first UHPC shell 22 is cast integrally with one cylinder 12. The second steel shell 31 is placed on another cylinder 12, and the second UHPC shell 32 is cast integrally with the other cylinder 12.
[0035] In this embodiment, the cross-section of the insertion hole is adapted to the cross-section of the first inner cylinder 23 and the second inner cylinder 33, so that the first inner cylinder 23 and the second inner cylinder 33 can be inserted into the insertion hole. The cross-section of the cylinder 12 is adapted to the cross-section of the first steel shell 21 and the second steel shell 31, so that the first steel shell 21 and the second steel shell 31 can be placed on the cylinder 12.
[0036] Further, see Figure 1 and Figure 2 As shown, in some embodiments, the angle between the inclined pier 2 and the horizontal plane is set to 45°~85°.
[0037] In this embodiment, the angle between the inclined pier 2 and the horizontal plane is designed based on the internal force of the pier column, the overall stiffness, and the engineering scale and cost of the deep-water anchorage foundation of the suspension bridge. The inclined pier 2 is used to improve the longitudinal stiffness of the deep-water anchorage foundation of the suspension bridge, thereby suppressing its horizontal displacement.
[0038] Further, see Figure 1 and Figure 2As shown, in some embodiments, the anchor body 5 includes a front anchor chamber 51 and a cable saddle support 52 connected to each other, the front anchor chamber 51 and the cable saddle support 52 being fixed above the pier 4.
[0039] In this embodiment, the anchor body 5 is made of reinforced concrete, and a cable saddle is provided between the front anchor chamber 51 and the cable saddle support 52. The front anchor chamber 51 is located on the vertical pier 3, and the cable saddle support 52 is located on the inclined pier 2.
[0040] Further, see Figure 2 As shown, in some embodiments, a support 6 is provided between the inclined pier 2 and the foundation 4, and between the vertical pier 3 and the foundation 4.
[0041] In this embodiment, the support 6 is located at the bottom of the pier 4 to ensure that the load is smoothly transmitted to the inclined pier 2 and the vertical pier 3. The support 6 is circular to reduce the effect of water flow on the support 6.
[0042] See Figure 1 and Figure 2 As shown in the figure, this application embodiment provides a construction method for a deep-water anchorage foundation of a suspension bridge, which includes the following steps: S1: Complete the construction of the foundation bed 7, and drive multiple steel pipe piles 8 into the foundation bed 7. At the same time, complete the construction of inclined piers 2 and vertical piers 3 on the precast caisson 1, so that the caisson 1, inclined piers 2 and vertical piers 3 are cast into one piece.
[0043] S2: The caisson 1, the inclined pier 2, and the vertical pier 3 are floated to the site and sunk onto the foundation bed 7. Then, an anti-scouring structure 9 is laid around the caisson 1.
[0044] S3: Cast the foundation 4 on the inclined pier 2 and the vertical pier 3, and cast the anchor body 5 on the foundation 4.
[0045] In this embodiment, after the construction of the foundation bed 7 is completed, multiple steel pipe piles 8 are driven into the foundation bed 7 according to design requirements to improve the bearing capacity of the foundation. The seabed soil at the caisson foundation pier location is reinforced, and the topsoil is removed to the design elevation using a dredger to ensure that the top of the caisson 1 is buried below the riverbed scour line, thereby reducing the adverse impact on the deep-water anchorage foundation of the suspension bridge. At the same time, the inclined pier 2 and the vertical pier 3 are constructed on the prefabricated caisson 1, so that the caisson 1, the inclined pier 2, and the vertical pier 3 are cast into one piece. Then, the caisson 1, the inclined pier 2, and the vertical pier 3 are floated to the site as a whole and sunk onto the foundation bed 7. Next, gravel is laid on the top surface of the foundation bed 7 to form the anti-scour structure 9. Finally, the pier cap 4 is cast on the inclined pier 2 and the vertical pier 3, and the anchor body 5 is cast on the pier cap 4.
[0046] A tower crane is erected on the prefabricated caisson 1. The first inner cylinder 23 is inserted into the insertion hole of one of the cylinders 12, and the first steel shell 21 is hoisted onto the cylinder 12. Concrete is poured between the first steel shell 21 and the first inner cylinder 23, and the first UHPC shell 22 is formed by pouring concrete on the outside of the first steel shell 21, thus forming the inclined pier 2. The second inner cylinder 33 is inserted into the insertion hole of the other cylinder 12, and the second steel shell 31 is hoisted onto the cylinder 12. Concrete is poured between the second steel shell 31 and the second inner cylinder 33, and the second UHPC shell 32 is formed by pouring concrete on the outside of the second steel shell 31, thus forming the vertical pier 3. The caisson 1, the inclined pier 2, and the vertical pier 3 are cast together to form an integral structure, thus completing the construction of the inclined pier 2 and the vertical pier 3.
[0047] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.
[0048] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.
[0049] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.
Claims
1. A deep-water anchorage foundation for a suspension bridge, characterized in that, It includes: At least two caissons (1) are spaced apart. Each caisson (1) is fixed with spaced inclined piers (2) and vertical piers (3). Both the inclined piers (2) and the vertical piers (3) are hollow structures. The top of the inclined piers (2) and the vertical piers (3) is fixed with a pier platform (4). The inclined pier (2) includes a first steel shell (21), on which a first UHPC shell (22) is cast. The first UHPC shell (22) and the first steel shell (21) are coaxially arranged. The first steel shell (21) contains a plurality of first inner cylinders (23). The plurality of first inner cylinders (23) are inserted into the caisson (1). Concrete is poured between the plurality of first inner cylinders (23) and the first steel shell (21). The vertical pier (3) includes a second steel shell (31), and a second UHPC shell (32) is cast outside the second steel shell (31). The second UHPC shell (32) and the second steel shell (31) are coaxially arranged. The second steel shell (31) is provided with a plurality of second inner cylinders (33). The plurality of second inner cylinders (33) are inserted into the caisson (1). Concrete is poured between the plurality of second inner cylinders (33) and the second steel shell (31). The cross-sections of the first inner cylinder (23) and the second inner cylinder (33) are both fan-shaped. A first cross-shaped partition wall (24) is formed between the multiple first inner cylinders (23). A first outer wall partition plate (25) connected to the first cross-shaped partition wall (24) is formed between the multiple first inner cylinders (23) and the first steel shell (21). The caisson (1) is cast integrally with the first cross-shaped partition wall (24) and the first outer wall partition plate (25). A second cross-shaped partition wall is formed between the multiple second inner cylinders (33), and a second outer wall panel connected to the second cross-shaped partition wall is formed between the multiple second inner cylinders (33) and the second steel shell (31). The caisson (1) is cast integrally with the second cross-shaped partition wall and the second outer wall panel. The caisson (1) includes an outer wall (11), and at least two cylinders (12) are provided inside the outer wall (11). The at least two cylinders (12) are connected to the outer wall (11) through multiple partition walls (13). The cylinders (12) are provided with pier installation positions. The cylinders (12) are provided with multiple insertion holes. The multiple insertion holes are fan-shaped and form a circle. Multiple first inner cylinders (23) are inserted into the insertion holes of one cylinder (12). Multiple second inner cylinders (33) are inserted into the insertion holes of another cylinder (12). The first steel shell (21) is placed on one cylinder (12). The first UHPC shell (22) is cast integrally with one cylinder (12). The second steel shell (31) is placed on another cylinder (12). The second UHPC shell (32) is cast integrally with another cylinder (12). Anchor body (5), the anchor body (5) includes a front anchor chamber (51) and a cable saddle support (52) connected to each other, the front anchor chamber (51) and the cable saddle support (52) are fixed above the pier (4).
2. The deep-water anchorage foundation for a suspension bridge as described in claim 1, characterized in that, The wall thickness of the first steel shell (21) and the wall thickness of the second steel shell (31) are both set to 40~100 mm, and the wall thickness of the first inner cylinder (23) and the wall thickness of the second inner cylinder (33) are both set to 20~30 mm.
3. The deep-water anchorage foundation for a suspension bridge as described in claim 1, characterized in that, The angle between the inclined pier (2) and the horizontal plane is set to 45°~85°.
4. The deep-water anchorage foundation for a suspension bridge as described in claim 1, characterized in that, Supports (6) are provided between the inclined pier (2) and the foundation (4) and between the vertical pier (3) and the foundation (4).
5. A construction method for a deep-water anchorage foundation of a suspension bridge as described in claim 1, characterized in that, It includes the following steps: Complete the construction of the foundation bed (7) and drive multiple steel pipe piles (8) into the foundation bed (7). At the same time, complete the construction of inclined piers (2) and vertical piers (3) on the precast caisson (1) so that the caisson (1) is cast into an integral whole with the inclined piers (2) and vertical piers (3). The caisson (1), the inclined pier (2) and the vertical pier (3) were floated to the site and sunk onto the foundation bed (7). Then, an anti-scouring structure (9) was laid around the caisson (1). A foundation (4) is poured on the inclined pier (2) and the vertical pier (3), and an anchor body (5) is poured on the foundation (4).