Construction method of super deep water pile well combined bridge foundation structure

Abstract

The application discloses a kind of ultra-deep water pile well combined bridge foundation structure construction method, comprising the following steps: S1, prefabricated caisson assembly unit;S2, after forming first caisson, the first caisson is slipped into water, and is floated to offshore assembly wharf;S3, the remaining caisson assembly unit is sequentially combined with the first caisson to form caisson;S4, construction pilot positioning pile, the caisson is floated to the vicinity of design position;S5, hoist and drop the caisson to bed;S6, to the well wall of the caisson pours underwater concrete;S7, to the interior of the caisson pours bottom sealing concrete;S8, on the bed of each long barrel bottom, each main pile hole is constructed;S9, to each main pile hole drop reinforcement cage and pour concrete, and concrete fills the corresponding long barrel, to form each main pile;S10, block removal construction platform, corresponding to each block closely follow the construction top plate of the caisson.The overall performance of the bridge foundation structure of the application is strong, and the construction efficiency is high.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of bridge foundation structure construction. More particularly, the present application relates to a super deep water pile well combined bridge foundation structure construction method. BACKGROUND

[0002] With the acceleration of the process of global economic integration, the land and islands, especially the development of the gulf and strait bridge to the depth of the sea, will become the most important development direction of the transportation facilities, with the water depth becoming larger and larger, the average depth reaching 60m, even more than 80m, the single span of the bridge being larger, generally not less than 500m, and the marine environment of the bridge being more and more complex. New challenges are put forward for the marine bridge foundation structure and its construction technology. The existing deep water bridge foundation mainly has two forms of sinking well foundation and pile foundation. The advantages of the sinking well foundation are large rigidity, strong resistance to horizontal load, no need for water cofferdam in construction, but the construction cost is high, the construction period is long, the operation condition is poor, especially the large sinking well has large volume, the construction operation is complex, the technical requirement is high, the operation risk is large, and the adaptability to the shallow overburden layer or no overburden layer seabed is not strong. The pile foundation has small rigidity, is subjected to the interaction of multiple corrosion factors and extreme weather, the number of pile foundations of the group pile foundation is large, the construction cost is high, and a large steel cofferdam or a large platform needs to be built for the construction by the pile driver, the construction cost is extremely high, especially the adaptability to the super deep water (>30m) area is not strong, the pile position is easy to deviate due to the influence of the water flow impact force in the construction by the pile driving ship, and the construction quality is difficult to guarantee. Therefore, the conventional bridge foundation structure form cannot meet the needs of the development of the bridge to the depth of the sea. SUMMARY

[0003] An object of the present application is to solve at least the above problems and to provide at least the advantages to be described later.

[0004] In order to achieve these objects and other advantages according to the present application, a super deep water pile well combined bridge foundation structure construction method is provided, comprising the following steps:

[0005] S1, prefabricating a sinking well assembly unit; the sinking well assembly unit is a back-shaped steel structure, and a plurality of upper and lower through-going barrels are uniformly arranged in the well wall of the sinking well assembly unit;

[0006] S2, after a plurality of the sinking well assembly units are assembled to form a first section sinking well, the first section sinking well is slid into the water and floated to a near-sea assembly wharf;

[0007] S3, the remaining sinking well assembly units are sequentially assembled with the first section sinking well to form a sinking well, and each barrel in each sinking well assembly unit corresponds to form a plurality of upper and lower through-going long barrels in the well wall of the sinking well;

[0008] S4, constructing a pilot positioning pile in the center of the design position of the caisson, and floating the caisson to the design position;

[0009] S5, hoisting and lowering the caisson to the landing, and accurately positioning the caisson by the pilot positioning pile during the lowering process;

[0010] S6, pouring underwater concrete into the wall of the caisson to the top of the caisson, and not pouring underwater concrete into each long barrel at this time;

[0011] S7, setting up a construction platform on the top of the caisson, and pouring bottom sealing concrete into the interior of the caisson;

[0012] S8, constructing a main pile hole on the bed of the bottom of each long barrel on the construction platform;

[0013] S9, lowering a steel reinforcement cage into each main pile hole and pouring concrete, so that the concrete fills the corresponding long barrel to form each main pile;

[0014] S10, removing the construction platform in blocks, and sequentially constructing the top plate of the caisson in blocks.

[0015] Preferably, a plurality of pressure-bearing communication holes passing through the inside and outside of the wall of the caisson assembly unit are horizontally formed on the wall of the caisson assembly unit, and a temporary plugging device is arranged on the pressure-bearing communication holes.

[0016] Preferably, the temporary plugging device comprises a pressure-bearing pipe, the pressure-bearing pipe is arranged in the wall of the caisson assembly unit, and both ends of the pressure-bearing pipe are respectively connected with the pressure-bearing communication holes; both ends of the pressure-bearing pipe are plugged by a first waterproof film; a plurality of pressure-bearing water-blocking bags, a plugging block and a second waterproof film are sequentially arranged in one end of the pressure-bearing pipe close to the outside of the caisson assembly unit.

[0017] Preferably, the second waterproof film is adhered to the inner wall of the pressure-bearing pipe, and the adhesion force thereof is the same as the design pressure-bearing value of the corresponding position of the caisson assembly unit.

[0018] Preferably, in step S5, before hoisting and lowering the caisson, the first waterproof film and the pressure-bearing water-blocking bag of one end of the pressure-bearing pipe close to the outside of the caisson are removed.

[0019] Preferably, in step S5, an auxiliary positioning device is arranged between the caisson and the pilot positioning pile, the auxiliary positioning device comprises a plurality of groups of flexible traction devices, the flexible traction device comprises a traction mechanism and a pull cable, one end of the pull cable is connected with the inner wall of the caisson, the other end is connected with the traction mechanism, and the traction mechanism is arranged on the pilot positioning pile; the pull cables of the plurality of groups of flexible traction devices are symmetrically arranged about the center of the caisson.

[0020] Preferably, in step S5, during the process of lowering the caisson to the bed, the caisson is partitioned and the base is cleaned, and the caisson wall is partitioned and the underwater concrete is poured to assist sinking, until the caisson reaches the design elevation.

[0021] Preferably, the diameter of the barrel is 0.2% H to 0.5% H larger than the diameter of the main pile, and H is the water depth at the installation position of the caisson.

[0022] Preferably, in step S3, the bottom of the first caisson is also filled with a blade, and the blade is a wedge-shaped blade that is narrow at the top and wide at the bottom.

[0023] The present application at least includes the following beneficial effects:

[0024] 1. The super deep water pile caisson combined bridge foundation structure construction method provided by the present application fully utilizes the characteristics of large caisson rigidity and easy rock anchoring of pile foundation, and the upper load is jointly borne by the caisson, the main pile and the positioning pile, and the resistance capacity of the upper bending moment and the wave and flow force is improved through the steel reinforced concrete main pile anchoring to the seabed and the bottom sealing concrete weight, thereby strengthening the overall performance of the composite foundation structure. Compared with the conventional pile foundation design, the number of pile foundations is greatly reduced, and compared with the conventional caisson foundation, the structural size and the soil penetration depth of the caisson are also reduced, thereby effectively saving the engineering cost and speeding up the construction progress. The present application is suitable for different water depths and different construction environments (ocean or inland river, etc.), has wide applicability to strata, and is especially suitable for the construction of large-span bridge foundations in deep water marine environments.

[0025] 2. The super deep water pile caisson combined bridge foundation structure construction method provided by the present application realizes the consistency of the internal and external pressure of the caisson by arranging pressure-bearing communication holes in the caisson wall, thereby reducing the water pressure and water flow impact force and improving the stability of the foundation.

[0026] 3. The super deep water pile caisson combined bridge foundation structure construction method provided by the present application is convenient to operate and has little influence from sea conditions for the construction of the pilot positioning pile by the piling ship. The pilot positioning pile can be used as a positioning and guiding mechanism during the lowering of the caisson, and can be used as a vertical stress support to bear the upper load after the caisson construction is completed.

[0027] 4. The super deep water pile caisson combined bridge foundation structure construction method provided by the present application adopts a piling machine to make the main pile after the caisson is lowered, so that the quality of the pile body is basically not affected by the sea conditions, thereby greatly reducing the construction difficulty and simplifying the operation.

[0028] 5. The super deep water pile caisson combined bridge foundation structure construction method provided by the present application is prefabricated in sections according to the caisson assembly unit, thereby reducing the lifting requirements and providing use efficiency.

[0029] Other advantages, objects, and features of the application will be apparent from the following specification, and upon examination of the attached drawings. BRIEF DESCRIPTION OF DRAWINGS

[0030] Figure 1 A top view structural schematic diagram of the caisson assembling unit of the present application;

[0031] Figure 2 A structural schematic diagram of the temporary plugging device of the present application;

[0032] Figure 3 A schematic diagram of the first section caisson in onshore assembling state of the present application;

[0033] Figure 4 A schematic diagram of the first section caisson in sliding into water state of the present application;

[0034] Figure 5 A schematic diagram of the first section caisson in floating state of the present application;

[0035] Figure 6 A schematic diagram of the caisson assembling state of the present application;

[0036] Figure 7 A schematic diagram of the caisson in hoisting and lowering state of the present application;

[0037] Figure 8 A structural schematic diagram of the construction platform of the present application;

[0038] Figure 9 A structural schematic diagram of the main pile of the present application; DETAILED DESCRIPTION

[0039] The present application will be further described in detail below with reference to the accompanying drawings, so that those skilled in the art can implement the present application according to the description in the specification.

[0040] It should be noted that the experimental methods in the following embodiments are all conventional methods, and the reagents and materials can be obtained from commercial channels unless otherwise specified; in the description of the present application, the terms "lateral", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application.

[0041] As Figures 1-9As shown, the present application provides a method for constructing a super deep water pile well combined bridge foundation structure, comprising the following steps:

[0042] S1, prefabricate a caisson assembly unit 110; the caisson assembly unit 110 is a back-shaped steel structure, and a plurality of vertically penetrating barrels 111 are uniformly arranged in the well wall of the caisson assembly unit 110;

[0043] S2, after a plurality of the caisson assembly units 110 are assembled to form a first caisson 120, the first caisson 120 is slid into water and floated to a nearshore assembly wharf;

[0044] S3, the remaining caisson assembly units 110 are sequentially assembled with the first caisson 120 to form a caisson 100, and each barrel 111 in each caisson assembly unit 110 corresponds to form a plurality of vertically penetrating long barrels 130 in the well wall of the caisson 100;

[0045] S4, a pilot positioning pile 500 is constructed at the center of the designed position of the caisson 100, and the caisson 100 is floated to the vicinity of the designed position;

[0046] S5, the caisson 100 is hoisted and lowered to the landing, and the caisson 100 is accurately positioned by the pilot positioning pile 500 during the lowering process;

[0047] S6, underwater concrete is poured into the well wall of the caisson 100 to the top of the caisson 100, and at this time, no underwater concrete is poured into each long barrel 130;

[0048] S7, a construction platform 700 is arranged at the top of the caisson 100, and bottom sealing concrete 140 is poured into the interior of the caisson 100;

[0049] S8, on the construction platform 700, each main pile hole is constructed on the bed of each long barrel 130;

[0050] S9, a steel reinforcement cage is lowered into each main pile hole and concrete is poured, the concrete fills the corresponding long barrel 130, and each main pile 800 is formed;

[0051] S10, the construction platform 700 is removed in blocks, and the top plate of the caisson is sequentially constructed in blocks.

[0052] In this technical solution, the ultra-deep water pile-well combined bridge foundation structure is a composite integrated structure consisting of the caisson 100, the main pile 800, and the pilot positioning pile 500, which jointly bear the upper pressure. It makes full use of the high rigidity of the caisson 100 and the easy anchoring of the pile foundation into the rock. The main pile 700 of the reinforced concrete structure is anchored to the seabed, and the bottom sealing concrete 140 is used for ballast, which improves the resistance to upper bending moment, wave and water flow forces and enhances the overall performance of the composite foundation structure.

[0053] In step S1, wave statistical analysis and sea condition surveys are conducted, and the caisson assembly unit 110 is prefabricated in the backyard according to design requirements. Figure 1 As shown, the caisson assembly unit 110 is a U-shaped steel structure. Its outer and inner walls together constitute the caisson wall of the assembly unit 110. The outer and inner walls are connected and reinforced with steel profiles in the rear yard, and vertical and horizontal ribs are provided. The spacing of the vertical, horizontal ribs and horizontal trusses is adjusted according to the location, and they are appropriately densified at the bottom and top of the caisson 100. When the water pressure is high, the horizontal cross-sectional shape of the caisson 100 is generally circular, that is, the horizontal cross-sectional shape of the outer and inner walls of the caisson assembly unit 110 is circular. When the caisson assembly unit 110 is prefabricated, a sufficiently large cylinder 111 is set at the designed position of each main pile 800 for the drilling of the main pile holes. Furthermore, the diameter of the cylinder 111 is 0.2%H to 0.5%H larger than the pile diameter of the main pile 800, where H is the water depth at the setting position of the caisson 100. Preferably, the cylinder 111 and the well wall of the caisson assembly unit 110 can be configured as a partition structure, that is, the inside of the well wall of the caisson assembly unit 110 is divided into multiple compartments by multiple cylinders 111, so that the caisson 100 can be lowered and underwater concrete poured into its well wall in the later stage can be poured in sections, thereby playing an adjustment role.

[0054] To achieve pressure balance inside and outside the caisson 100 during its lowering and landing process, and to reduce the impact of water pressure and flow on the caisson 100, multiple horizontally connected pressure-bearing holes 112 are provided on the well wall of the caisson assembly unit 110. Temporary sealing devices are installed on the pressure-bearing holes 112. (Refer to...) Figure 1 The pressure-bearing connecting hole 112 is two through holes corresponding to the outer and inner well walls of the caisson assembly unit 110.

[0055] The temporary sealing device is arranged to temporarily seal before the sinking well 100 is lowered, and to automatically fall off when the water pressure reaches the design value during the lowering of the sinking well 100, so as to realize the internal and external communication of the sinking well 100, thereby keeping the internal and external pressure of the sinking well 100 consistent. Specifically, referring to Figure 2 The temporary sealing device comprises a pressure-bearing pipe 113; the pressure-bearing pipe 113 is arranged in the well wall of the sinking well assembly unit 100, and the two ends thereof are respectively connected with the pressure-bearing communication holes; the two ends of the pressure-bearing pipe 113 are sealed by a first waterproof film 114; and a plurality of pressure-bearing water-blocking bags 115, a sealing block 116 and a second waterproof film 117 are sequentially arranged in the end of the pressure-bearing pipe 113 close to the outside of the sinking well assembly unit 110. The sealing block 116 is used for temporarily sealing to prevent the sinking well assembly unit 110 from taking in water during floating, and in use, the sealing block 116 can be arranged as a thin block matched with the inner diameter of the pressure-bearing pipe 113 and placed in the pressure-bearing pipe 113. A plurality of the pressure-bearing water-blocking bags 115 are filled between the first waterproof film 114 located outside the sinking well assembly unit 110 and the sealing block 116, and the pressure-bearing water-blocking bags 115 can be filled with sea sand.

[0056] The second waterproof film 117 is adhered to the inner wall of the pressure-bearing pipe 113, and the adhesion force thereof is the same as the design pressure-bearing value of the corresponding position of the sinking well assembly unit 110, so that when the sinking well assembly unit 110 is lowered to a certain position, the second waterproof film 117 can automatically fall off under the action of water pressure.

[0057] In step S2, as shown in Figures 3-5 The assembling platform is arranged on land, including an assembling pier 220, a bottom supporting plate 230, and a first sinking well 120 is assembled by a crane 210. Then, a rear anchor 250 is arranged, a rear traction 240 and an air bag 260 are arranged, the pier 220 is removed, and the first sinking well 120 is slid into water. Then, the first sinking well 120 is floated to a near-sea assembling wharf by a plurality of tugboats 300.

[0058] In step S3, as shown in Figure 6 The remaining sinking well assembly units 110 are sequentially assembled with the first sinking well 120 to form the sinking well 100 by a truck crane 410 cooperating with a crane ship 420, and each of the cylinder bodies 111 in each of the sinking well assembly units 110 one-to-one corresponds to form a plurality of long cylinders 130 penetrating up and down in the well wall of the sinking well 100. Further, step S3 further comprises pouring a blade foot at the bottom of the first sinking well 120, and the blade foot is a wedge-shaped blade foot which is narrow at the top and wide at the bottom.

[0059] In step S4, a pilot positioning pile 500 is constructed in the center of the designed position of the caisson 100 by a piling ship, and the following procedures are sequentially completed: lofting, permanent steel casing setting, hole forming, reinforcement cage lowering, concrete pouring and curing, etc. Preferably, the top surface of the pilot positioning pile 500 is flush with the bottom surface of the top plate of the caisson 100, so that it can bear the upper load as a vertical load-bearing support after the caisson construction is completed. In the present embodiment, two pilot positioning piles 500 are provided, and a transverse connection 510 is provided between the two pilot positioning piles 500. Then, the caisson 100 is floated to the vicinity of the designed position by a tugboat.

[0060] In step S5, as shown in Figure 7 , the caisson 100 is integrally hoisted by a large floating crane 600, and further, before the hoisting and lowering of the caisson 100, the first waterproof membrane 114 and the pressure-resistant water-blocking bag 115 near one end of the pressure-bearing pipe 113 on the outer side of the caisson 100 are removed, so that during the lowering of the caisson 100, under the action of water pressure, the blocking blocks 116, the second waterproof membrane 117 and the first waterproof membrane 114 on the other side in each pressure-bearing pipe 113 successively deviate from the initial position, and the blocking of each pressure-bearing communication hole 112 is released. Preferably, the first waterproof membrane 114 on the other side of the pressure-bearing pipe 113 can be fixed in the same way as the second waterproof membrane 117.

[0061] During the lowering of the caisson 100, the pilot positioning pile 500 is used as an anchor pier to guide and position the caisson 100. Specifically, an auxiliary positioning device is provided between the caisson 100 and the pilot positioning pile 500, and the auxiliary positioning device includes a plurality of groups of flexible traction devices 520. The flexible traction device 520 includes a traction mechanism and a pull cable, one end of the pull cable is connected to the inner wall of the caisson, the other end is connected to the traction mechanism, and the traction mechanism is arranged on the pilot positioning pile. The pull cables of the plurality of groups of flexible traction devices are symmetrically arranged about the center of the caisson 100. By adjusting the length of the pull cable between the pilot positioning pile 500 and the inner wall of the caisson 100 through the traction mechanism, the position of the caisson 100 can be accurately adjusted. Referring to Figure 7 , three groups of flexible traction devices 520 are respectively arranged on the two pilot positioning piles 500, and the pull cables of the six groups of flexible traction devices 520 are symmetrically arranged about the center of the caisson 100, so as to ensure that the position of the caisson 100 can be adjusted from the X-axis direction and the Y-axis direction.

[0062] Further, in step S5, during the process of lowering the caisson 100 to the bed, the foundation is cleaned in sections, and underwater concrete is poured in sections in the well wall of the caisson 100 to assist sinking, until the caisson 100 reaches the designed elevation.

[0063] In step S6, continue to cast underwater concrete into the shaft wall of the caisson 100 to the top of the caisson 100, so that the shaft wall of the caisson 100 is a steel-wrapped concrete structure, at this time, no underwater concrete is cast in each long barrel 130;

[0064] In step S7, as shown in the figure, a construction platform 700 is arranged on the top of the caisson 100, and bottom sealing concrete 140 is cast into the interior of the caisson 100; Figure 8

[0065] In step S8, a pile driver is arranged on the construction platform 700, and each main pile hole is constructed on the bed of the bottom of each long barrel 130;

[0066] In step S9, after each main pile hole is formed, a barge is used for transportation, and a floating crane is used to assist in lowering a reinforcement cage into each main pile hole and casting concrete, so that the corresponding long barrel 130 is filled with concrete, and each main pile 800 is formed, as shown in the figure; each main pile 800 is connected with the caisson 100 to form a whole, and jointly bears the upper load. The anchoring length of each main pile 800 is determined according to the uplift resistance requirement of the caisson 100. Figure 9

[0067] In step S10, the construction platform 700 is removed in blocks, and the top plate of the caisson 100 is followed by construction in blocks. After the top plate of the caisson 100 is further closed and strengthened, it is used as a bottom mold for the construction of a pile cap.

[0068] Although the embodiments of the present application have been disclosed as above, it is not limited to the application listed in the specification and the embodiments, and can be fully applied to various fields suitable for the present application, and other modifications can be easily realized by those skilled in the art, therefore, the present application is not limited to specific details and the figures shown and described herein, without departing from the general concept defined by the claims and the equivalent scope.​​

Claims

1. A method of constructing a super deep water pile caisson combined bridge foundation structure, characterized by, Includes the following steps: S1. Prefabricated caisson assembly unit; the caisson assembly unit is a U-shaped steel structure, and multiple vertically connected cylinders are evenly arranged inside the caisson assembly unit. S2. After assembling multiple caisson splicing units into the first caisson section, slide the first caisson section into the water and float it to the near-shore assembly dock. S3. Assemble the remaining caisson assembly units with the first caisson assembly unit in sequence to form a caisson. Each cylinder in each caisson assembly unit corresponds to one another, forming multiple vertically connected long cylinders inside the caisson wall. S4. Construct pilot positioning piles at the center of the designed location of the caisson, and float the caisson to the vicinity of the designed location; S5. The caisson is hoisted and lowered to its landing position. During the lowering process, the caisson is precisely positioned using the pilot positioning piles. An auxiliary positioning device is installed between the caisson and the pilot positioning piles. The auxiliary positioning device includes multiple sets of flexible traction devices. Each flexible traction device includes a traction mechanism and a cable. One end of the cable is connected to the inner wall of the caisson, and the other end is connected to the traction mechanism. The traction mechanism is mounted on the pilot positioning piles. The cables of the multiple sets of flexible traction devices are symmetrically arranged about the center of the caisson. The top surface of the pilot positioning piles is flush with the bottom surface of the top plate of the caisson, so that it can serve as a vertical support to bear the upper load after the caisson construction is completed. S6. Pour underwater concrete into the well wall of the caisson up to the top of the caisson, while no underwater concrete is poured into each of the long cylinders at this time; S7. Set up a construction platform on top of the caisson and pour sealing concrete into the interior of the caisson; S8. On the construction platform, construct the pile holes for each main pile on the foundation bed at the bottom of each of the elongated cylinders; S9. Lower the steel cage into the pile hole of each main pile and pour concrete. The concrete fills the corresponding long cylinder to form each main pile. S10. The construction platform is dismantled in sections, and the top slab of the caisson is constructed one section at a time.

2. The method of constructing a super deep water pile caisson combined bridge foundation structure according to claim 1, wherein, The well wall of the caisson assembly unit has multiple horizontally connected pressure-bearing holes that run through the inside and outside, and temporary sealing devices are installed on the pressure-bearing holes.

3. The method of constructing a super deep water pile caisson combined bridge foundation structure according to claim 2, wherein, The temporary sealing device includes a pressure-bearing pipe; the pressure-bearing pipe is installed inside the well wall of the caisson assembly unit, and both ends are respectively connected to the pressure-bearing connecting hole; both ends of the pressure-bearing pipe are sealed by a first waterproof membrane; a plurality of pressure-bearing water-blocking bags, sealing blocks and a second waterproof membrane are sequentially arranged inside the end of the pressure-bearing pipe near the outside of the caisson assembly unit.

4. The method of constructing a super deep water pile caisson combined bridge foundation structure according to claim 3, wherein, The second waterproof membrane adheres to the inner wall of the pressure-bearing pipe, and its adhesion force is the same as the design pressure value at the corresponding position of the caisson assembly unit.

5. The method of constructing a super deep water pile caisson combined bridge foundation structure according to claim 4, wherein, In step S5, before hoisting and lowering the caisson, the first waterproof membrane and the pressure-bearing water-blocking bag at the end of the pressure-bearing pipe near the outside of the caisson are removed.

6. The method of constructing a super deep water pile caisson combined bridge foundation structure according to claim 1, wherein, In step S5, during the process of lowering the caisson to the landing site, the foundation is cleared in sections, and underwater concrete is poured in sections inside the caisson wall to aid sinking until the caisson reaches the design elevation.

7. The method of constructing a super deep water pile caisson combined bridge foundation structure according to claim 1, wherein, The diameter of the cylinder is 0.2%H to 0.5%H larger than the diameter of the main pile, where H is the water depth at the location where the caisson is set.

8. The method of constructing a super deep water pile caisson combined bridge foundation structure according to claim 1, wherein, In step S3, a blade foot is also poured at the bottom of the first section open caisson, the blade foot being a wedge-shaped blade foot which is narrow at the top and wide at the bottom.

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