An air-floating deep-water foundation and its construction method

Abstract

The present application relates to an air-floating deep-water foundation and its construction method, and to the technical field of deep-water foundations for bridges, including a well chamber, a pipe column, supporting ribs, a bottom cover and a cap, wherein a plurality of well chambers with regular polygonal or circular cross sections constitute a well seat with a polygonal cross section, and a pipe column with a circular cross section is passed through the center of each well chamber, the well chamber and the pipe column are connected by supporting ribs, and a post-casting strip and a drainage hole are provided on the pipe wall at the bottom of the pipe column, ensuring that the entire well chamber space is filled when the bottom cover concrete is poured; since the upper part of the pipe column adopts a double-walled steel shell concrete structure and the concrete in the double-walled steel shell is cast on site, the lower part of the foundation is a concrete structure and the upper part is a hollow steel shell structure during floating, which is conducive to improving the stability of the foundation during floating and reducing the draft of the foundation. The present application has the advantages of smaller scale, lower construction difficulty and risk, more reliable construction quality, shorter construction period, more reasonable structural stress, and better economy.

Description

Technical Field

[0001] The present application relates to the technical field of deep-water bridge foundations, and in particular to an air-floating deep-water foundation and a construction method thereof. Background Art

[0002] As my country's cross-sea bridge projects continue to advance from nearshore to deep sea, the design and construction of deep-water foundations have become a key factor in controlling the construction period, cost and risk of the entire bridge project.

[0003] During the construction of the deep-water foundation of a cross-sea bridge, it is not only necessary to withstand the huge horizontal force generated by the external environment (hydrology, meteorology, ship collision, etc.), but also to overcome the difficulties of poor foundation construction conditions and short effective working time at sea. Therefore, in order to solve the above problems, a deep-water foundation with integrated structure, factory prefabrication and on-site mechanization has emerged, which can effectively reduce water construction operations in harsh marine environments, reduce construction risks, improve project quality and shorten construction period.

[0004] In the related art, caisson foundation is a commonly used foundation structure form, which is suitable for rock foundation. It is a cylindrical structure without a bottom plate in the well. After the foundation steel shell is manufactured in the dock, it is floated to the pier site, positioned, sunk, planted, and protected with stones. Then, the bottom concrete and well wall concrete are poured to form the structure.

[0005] However, in order to ensure the feasibility of pouring the concrete of the bottom and wall of the caisson foundation, the caisson foundation is usually designed as a cylindrical structure with equal cross-section, which makes the entire foundation too large. The over-large-scale foundation not only has the defects of wasted work and materials, heavy weight and large water-blocking area, but also due to the large water-blocking area of ​​the foundation, the foundation steel shell is subject to large forces of wind, waves and currents during floating, positioning, sinking and implantation, resulting in increased construction difficulty and risk, and at the same time, the wave and current forces on the foundation in the bridge construction stage increase; due to the heavy weight and high rigidity of the foundation structure, when an earthquake occurs, the structure will generate huge seismic force, which will lead to insufficient bearing capacity of the foundation; in addition, all concrete works of the caisson foundation structure are constructed offshore, which not only has the problems of high construction difficulty and high risk, but also its construction quality and construction period are greatly affected by external environmental factors. Summary of the invention

[0006] The embodiment of the present application provides an air-floating deep-water foundation and a construction method thereof to solve the problems in the related art such as increased construction difficulty, increased risk, increased construction period, and increased cost caused by the excessively large scale of the foundation and the need to complete all concrete works at sea.

[0007] In a first aspect, an air-floating deepwater foundation is provided, comprising a plurality of well chambers, wherein the well chambers comprise a hollow cylinder with a regular polygonal or circular cross section surrounded by side walls and a cover plate fixed to the top of the side walls, wherein the cover plate is provided with an opening, and the plurality of well chambers constitute a well seat with a polygonal cross section;

[0008] A plurality of pipe strings, each of which has a circular cross section, an upper portion of which is a double-walled steel shell concrete structure, and a lower portion of which is a reinforced concrete structure and passes through an opening in a cover plate and extends into the well chamber, and an outer wall of the lower portion of the pipe string is tightly connected to the cover plate;

[0009] A plurality of supporting ribs, the plurality of supporting ribs are arranged in the well chamber and evenly arranged along the outer circumference of the pipe column, one end of the supporting rib is connected to the outer wall of the lower part of the pipe column, and the other end is connected to the side wall; a post-casting strip and a drainage hole are provided on the wall of the pipe column between two adjacent supporting ribs;

[0010] A bottom sealing section, wherein the bottom sealing section is filled in the well chamber;

[0011] A capping platform is located above the well seat, and the bottom surface of the capping platform is connected to the upper top surfaces of the plurality of pipe strings.

[0012] In some embodiments, the cover plate includes an inclined section and a horizontal section, the angle between the inclined section and the horizontal section is greater than 130° and less than 135°, the length of the horizontal section is greater than or equal to 1 times the thickness of the cover plate, the cover plate is connected to the side wall through the inclined section, and the cover plate is connected to the pipe column through the horizontal section.

[0013] The top surface of the supporting rib includes an inclined portion and a horizontal portion, the angle between the inclined portion and the horizontal portion is equal to the angle between the inclined section and the horizontal section on the cover plate, and the length of the horizontal portion is equal to the length of the horizontal section of the cover plate.

[0014] The pipe column is provided with an inclination toward the center direction of the foundation in the longitudinal direction of the bridge.

[0015] The interface between the upper part and the lower part of the pipe column is located above the cover plate.

[0016] The length of the lower part of the pipe string extending into the well chamber is greater than or equal to 1 times the outer diameter of the pipe string.

[0017] The bottom surface of the post-cast strip is on the same plane as the bottom surface of the pipe column, and the top surface is located at a distance 1 times the wall thickness of the pipe column below the top surface of the side wall; the drainage hole is located above the post-cast strip, and the top surface of the drainage hole is on the same horizontal plane as the bottom surface of the horizontal section of the cover plate.

[0018] The top surface of the bottom sealing section is located at a position 1 times the wall thickness of the pipe column above the interface between the upper and lower parts of the pipe column.

[0019] In a second aspect, a construction method for an air-floating deepwater setting foundation is provided, comprising the following steps: prefabricating a setting foundation including a plurality of well chambers, a plurality of pipe columns and a plurality of supporting ribs, and simultaneously excavating a foundation pit at a pier position;

[0020] The foundation is floated to the pier position, and is positioned, sunk, and implanted to accurately fit into the foundation pit;

[0021] Carry out riprap protection around the bottom of the foundation;

[0022] Pour concrete into the well chamber to form a bottom sealing section;

[0023] Pour concrete into the double-walled steel shell at the upper part of the pipe column;

[0024] The pipe column is pumped, and after the pumping is completed, the foundation is constructed on the top surface of the pipe column.

[0025] In some embodiments, the specific method for floating the foundation to the pier position and positioning, sinking and implanting it is: floating the foundation to the pier position by inflating the pipe column, and sinking and implanting the foundation by deflating the pipe column.

[0026] The technical solution provided in this application has the following beneficial effects: it can not only reduce the scale and deadweight of the foundation, thus greatly reducing the wave force and earthquake force, but also reduce the construction risk, difficulty, cost and shorten the construction period.

[0027] The embodiment of the present application provides an air-floating deep-water setting foundation and a construction method thereof. Since the bottom of the setting foundation is a well seat with a polygonal cross section composed of a plurality of well chambers with regular polygonal or circular cross sections, and each well chamber is penetrated by a pipe column with a circular cross section, the well chamber and the pipe column are connected by supporting ribs, the well chamber is filled with bottom sealing concrete, the cap and the well seat are connected as a whole by a plurality of pipe columns, and finally the entire setting foundation is formed. Compared with a cylindrical structure with equal cross section, it has the advantages of less material consumption, less foundation deadweight, and less water blocking area; the well chamber, the lower part of the pipe column and the supporting ribs and other reinforced concrete structures are all prefabricated in the dock, the construction quality is reliable, the concrete engineering that needs to be constructed at sea is reduced, and the construction risk is reduced. The structure is simple and convenient, and the construction period is shortened; the upper part of the pipe column adopts a double-walled steel shell concrete structure and the concrete in the double-walled steel shell is poured on site. The lower part of the entire foundation is a concrete structure, and the upper part is a hollow steel shell structure. The weight is mainly concentrated in the lower part of the foundation, which is conducive to improving the stability of the foundation during floating and reducing the draft of the foundation; a post-casting strip and a drainage hole are provided on the pipe column wall at the lower part of the pipe column to ensure that the entire well chamber space can be filled when the concrete of the bottom sealing section is poured. In addition, by pumping water in the pipe column, the deadweight of the foundation can be reduced and the durability of the pipe column can be improved; and after the construction of the foundation structure is completed, its deadweight is mainly concentrated at the bottom of the foundation, the center of gravity of the foundation is lower, and the stability is better, which is conducive to improving the seismic resistance of the foundation. Therefore, under the condition of meeting the same structural function, the foundation of this application is smaller in scale, lower in construction difficulty and risk, more reliable in construction quality, shorter in construction period, more reasonable in structural stress, and better in economy. It is a better structural type of deep-water foundation of cross-sea bridges. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings required for use in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0029] Figure 1 A schematic diagram of a cross-bridge vertical cross-sectional structure of an air-floating deep-water foundation provided in an embodiment of the present application;

[0030] Figure 2 A schematic diagram of a vertical cross-sectional structure along the bridge direction of an air-floating deep-water foundation provided in an embodiment of the present application;

[0031] Figure 3 for Figure 1 Schematic diagram of the first BB section;

[0032] Figure 4 for Figure 1Schematic diagram of the second BB section;

[0033] Figure 5 for Figure 1 Schematic diagram of the first CC section;

[0034] Figure 6 for Figure 1 Schematic diagram of the second CC section;

[0035] Figure 7 A schematic diagram of the lower elevation structure of the pipe column provided in an embodiment of the present application;

[0036] Figure 8 A schematic diagram of the cross-sectional structure of the lower portion of the pipe string provided in an embodiment of the present application;

[0037] Fig. 9 for Figure 1 Schematic diagram of the first DD section;

[0038] Fig.10 for Figure 1 Schematic diagram of the second DD section;

[0039] Fig.11 for Figure 1 Schematic diagram of the middle AA section;

[0040] Fig.12 A schematic diagram of a flow chart of an air-floating deep-water foundation construction method provided in an embodiment of the present application;

[0041] Fig.13 A schematic diagram of foundation excavation in step 1 of the air-floating deep-water foundation construction provided in an embodiment of the present application;

[0042] Fig.14 A schematic diagram of the foundation floating in step 2 of the air-floating deep-water foundation construction provided in the embodiment of the present application;

[0043] Fig.15 A schematic diagram of the positioning, sinking and implantation of the foundation in step 2 of the air-floating deep-water foundation construction provided in the embodiment of the present application;

[0044] Fig.16 A schematic diagram of step three of the air-floating deep-water foundation construction provided in an embodiment of the present application;

[0045] Fig.17 A schematic diagram of step 4 of the air-floating deep-water foundation construction provided in an embodiment of the present application;

[0046] Fig.18 A schematic diagram of step five of the air-floating deep-water foundation construction provided in an embodiment of the present application;

[0047] Fig.19A schematic diagram of step six of the air-floating deep-water foundation construction provided in an embodiment of the present application.

[0048] In the figure: 1-well chamber, 1a-side wall, 1b-cover plate, 2-pipe column, 2a-upper part, 2b-lower part, 2b1-post-casting strip, 2b2-drainage hole, 3-supporting rib, 4-bottom sealing section, 5-capping platform, 6-foundation pit, 7-dredger, 8-tugboat, 9-stone-throwing boat, 10-temporary construction platform. DETAILED DESCRIPTION

[0049] In order to make the purpose, technical solution and advantages of the embodiments of the present application clearer, the technical solution in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of this application.

[0050] The embodiment of the present application provides an air-floating deep-water foundation and a construction method thereof, which can solve the problems in the related technology of increased construction difficulty, increased risk, increased construction period, increased cost, etc. caused by the excessive scale of the foundation and the need to complete all concrete works at sea.

[0051] See also Figure 1 and Figure 2 As shown, an air-floating deepwater foundation provided in an embodiment of the present application includes a plurality of well chambers 1, a plurality of pipe columns 2, a plurality of supporting ribs 3, a bottom sealing section 4 and a cap 5. The well chamber 1 includes a regular polygonal cross section surrounded by a side wall 1a (see Figure 3 shown) or round (see Figure 4 The well seat 1 is a hollow cylinder (as shown) and a cover plate 1b fixed to the top of the side wall 1a, the cover plate 1b is provided with an opening for the pipe column 2 to pass through and enter the well chamber 1, which is fixed to the side wall 1a, and multiple well chambers 1 with cover plates 1b are arranged in a manner of sharing the side wall 1a and constitute an integral well seat with a polygonal cross section. The well seat is a reinforced concrete structure and is prefabricated in the dock. Preferably, the cross section of the well chamber 1 is circular and regular hexagonal, which can compactly arrange and combine multiple well chambers 1 to form an integral well seat, reduce the amount of concrete used in the well seat, and reduce the draft when the foundation is floating. At the same time, the arrangement of the supporting ribs 3 can be simple and the force transmission is better.

[0052] Multiple pipe strings 2 correspond one-to-one to multiple well chambers 1, that is, one pipe string 2 corresponds to one well chamber 1, wherein the cross-section of the pipe string 2 is a circular ring and the interior is a hollow cylinder, which is divided into an upper part 2a and a lower part 2b. Preferably, the interface between the upper part 2a and the lower part 2b is located at a place above the cover plate 1b that is 1 times the wall thickness of the pipe string 2; the upper part 2a is a double-walled steel shell concrete structure, wherein the double-walled steel shell is manufactured in the dock, and the concrete in the double-walled steel shell is poured on site at the pier; the lower part 2b is a reinforced concrete structure, which is prefabricated in the dock, passes through the opening of the cover plate 1b of the well chamber 1 and extends into the well. In the chamber 1, preferably, the cover plate 1b includes an inclined section and a horizontal section, the angle between the inclined section and the horizontal section is greater than 130° and less than 135°, the length of the horizontal section is greater than or equal to 1 times the thickness of the cover plate 1b, the cover plate 1b is connected to the side wall 1a through the inclined section, and the cover plate 1b is connected to the pipe column 2 through the horizontal section, which can make the force transmission between the pipe column 2 and the well chamber 1 more uniform and reduce the stress concentration at the connection; preferably, the length of the lower part 2b extending into the well chamber 1 is greater than or equal to 1 times the outer diameter of the pipe column 2, which can ensure that the lower part 2b of the pipe column 2 is reliably anchored in the well chamber and in the bottom concrete.

[0053] See also Figure 3 to Figure 6 As shown, the supporting rib 3 is a reinforced concrete structure, which is prefabricated in the dock. Multiple supporting ribs 3 are evenly arranged along the outer circumference of the pipe string 2, one end of which is connected to the outer wall of the lower part 2b of the pipe string 2, and the other end is connected to the side wall 1a at the inner corner of the well chamber 1; preferably, the top surface of the supporting rib 3 includes an inclined portion and a horizontal portion, and the angle between the inclined portion and the horizontal portion is equal to the angle between the inclined section and the horizontal section on the cover plate 1b, and the length of the horizontal portion is equal to the horizontal section of the cover plate 1b, which can make the force transmission between the pipe string 2 and the well chamber 1 more uniform and reduce the stress concentration at the connection.

[0054] See also Figure 7 and Figure 8 As shown, on the lower part 2b of the pipe column 2, a post-casting strip 2b1 and a drainage hole 2b2 are provided on the pipe column wall between two adjacent supporting ribs 3; the steel cage of the pipe column 2 at the post-casting strip 2b1 is continuous, and when it is prefabricated in the dock, concrete pouring is not temporarily performed, and it is performed simultaneously with the concrete pouring of the bottom sealing section 4 on site; the height range of the post-casting strip 2b1 is: its bottom surface is located on the same plane as the bottom surface of the pipe column 2, and its top surface is located at a position lower than the top surface of the side wall 1a by 1 times the wall thickness of the pipe column 2 ; The drainage hole 2b2 is located above the post-cast strip 2b1, and the top surface of the drainage hole 2b2 is located on the same horizontal plane as the bottom surface of the horizontal section of the cover plate 1b. The diameter of the drainage hole 2b2 is 20cm to 30cm; when pouring the concrete of the bottom sealing section 4, when the top surface of the concrete is higher than the bottom surface of the lower part of the pipe column 2b, a closed space is formed between the lower part of the pipe column 2b and the side wall 1a and the cover plate 1b. The setting of the post-cast strip 2b1 and the drainage hole 2b2 can ensure that the area can be filled with concrete.

[0055] See also Fig. 9 and Fig.10 As shown, the bottom sealing section 4 is formed by pouring concrete in the well chamber 1, that is, by pouring concrete on site at the pier. Preferably, its top surface is located at a position 1 times the wall thickness of the pipe column 2 above the interface between the upper part 2a and the lower part 2b of the pipe column 2, so as to avoid adverse effects on the force of the pipe column 2 at the interface.

[0056] See also Fig.11 and Figure 2 As shown, the cap 5 is located above the well seat, and its bottom surface is connected to the top surface of the upper part 2a of the plurality of pipe strings 2. Preferably, the pipe string 2 is provided with an inclination toward the center direction of the foundation in the longitudinal direction, and the inclination angle is preferably controlled within 10°, which can reduce the spacing of the pipe strings 2 at the bottom of the cap 5, thereby reducing the required thickness of the cap 5 and the required width in the longitudinal direction, so that the wave and flow force and self-weight of the cap 5 are greatly reduced.

[0057] Since the lower part of the foundation in this application is composed of a regular polygonal or circular well chamber 1 arranged by a common partition wall to form an integral well seat, it has good integrity and a more stable and firm structure; and since the well seat, the lower part 2b of the pipe column 2, and the supporting ribs 3 are all prefabricated reinforced concrete structures in the dock, they are not only of reliable quality and good integrity, but also reduce the concrete engineering that needs to be constructed at sea, thereby reducing the construction risk and difficulty and shortening the construction period. Therefore, compared with setting up a caisson foundation, under the condition of meeting the same structural functions, the foundation set up in this application is smaller in scale, has lower construction difficulty and risk, more reliable construction quality, shorter construction period, more reasonable structural force, and better economy. It is a better deep-water foundation structure type for cross-sea bridges.

[0058] See also Fig.12 As shown, a construction method for an air-floating deep-water foundation includes the following steps:

[0059] S1: See Fig.13 As shown, a setting foundation including a plurality of well chambers 1, a plurality of pipe columns 2 and a plurality of supporting ribs 3 is prefabricated, and a foundation pit 6 is excavated at the pier position.

[0060] In S1, a foundation including a plurality of well chambers 1, a plurality of pipe columns 2 and a plurality of supporting ribs 3 is prefabricated in the dock, and a cover plate and a temporary construction platform 10 are arranged on the top surface of the pipe columns 2; at the same time, a dredger 7 is used to excavate a foundation pit 6 at the pier position.

[0061] S2: See Fig.14 and Fig.15 As shown, the foundation is floated to the pier position, and is positioned, sunk, and implanted so that it accurately enters the foundation pit 6.

[0062] In S2, since a covering plate is provided on the top of the tubing string 2, a single well chamber 1 and the corresponding tubing string 2 can form a closed air chamber. Preferably, the tubing string 2 can be inflated and the foundation can be floated to the pier position by a tugboat 8, and the sinking and implantation of the foundation can be achieved by deflating the tubing string 2, and after the foundation has accurately entered the foundation pit 6, the covering plate can be removed.

[0063] S3: See Fig.16 As shown, riprap protection is carried out around the bottom of the foundation.

[0064] In S3, the riprap ship 9 performs riprap protection operation on the bottom periphery of the installation foundation.

[0065] S4: See Fig.17 As shown, concrete is poured into the well chamber 1 to form a bottom sealing section 4.

[0066] In S4, on the temporary construction platform 10, concrete is poured into the well chamber 1 until the top surface of the concrete is located at 1 times the wall thickness of the pipe column 2 above the interface between the upper part 2a and the lower part 2b of the pipe column 2. The pouring of concrete can be stopped to form the bottom sealing section 4.

[0067] S5: See Fig.18 As shown, concrete is poured into the double-walled steel shell of the upper portion 2a of the pipe column 2;

[0068] S6: See Fig.19 As shown, the pipe column 2 is pumped, and after the pumping is completed, the cap 5 is constructed on the top surface of the pipe column 2.

[0069] In S6, preferably, on the temporary construction platform 10, the pipe column 2 is pumped out to reduce the deadweight of the foundation and improve the durability of the pipe column 2; after the pumping is completed, the cap 5 is constructed on the top surface of the pipe column 2, and after the construction of the cap 5 is completed, the temporary construction platform 10 is removed.

[0070] In the description of the present application, it should be noted that the terms "upper", "lower", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present application. Unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be an indirect connection through an intermediate medium, or it can be a connection between the two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present application can be understood according to the specific circumstances.

[0071] It should be noted that, in this application, the terms "include", "comprises" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, an element defined by the sentence "includes a ..." does not exclude the existence of other identical elements in the process, method, article or device including the element.

[0072] The above description is only a specific implementation of the present application, so that those skilled in the art can understand or implement the present application. Various modifications to these embodiments will be apparent to those skilled in the art, and the general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application will not be limited to the embodiments shown herein, but will conform to the widest range consistent with the principles and novel features applied for herein.

Claims

1. An air-floating deep-water foundation, characterized in that: include: A plurality of well chambers (1), the well chambers (1) comprising a hollow cylinder with a regular polygonal or circular cross section surrounded by side walls (1a) and a cover plate (1b) fixed to the top of the side walls (1a), the cover plate (1b) being provided with an opening, and the plurality of well chambers (1) forming a well seat with a polygonal cross section; A plurality of pipe columns (2), wherein the cross section of the pipe column (2) is a circular ring, wherein the upper portion (2a) is a double-walled steel shell concrete structure, and the lower portion (2b) is a reinforced concrete structure and passes through an opening of a cover plate (1b) and extends into a well chamber (1); the outer wall of the lower portion (2b) of the pipe column (2) is tightly connected to the cover plate (1b); the pipe column (2) is provided with an inclination in the longitudinal direction toward the center direction of the foundation, and the interface between the upper portion (2a) and the lower portion (2b) of the pipe column (2) is located above the cover plate (1b); A plurality of supporting ribs (3), the plurality of supporting ribs (3) being arranged in the well chamber (1) and evenly arranged along the outer periphery of the pipe column (2), one end of the supporting rib (3) being connected to the outer wall of the lower portion (2b) of the pipe column (2), and the other end being connected to the side wall (1a); a post-casting strip (2b1) and a drainage hole (2b2) ​​being provided on the wall of the pipe column between two adjacent supporting ribs (3); A bottom sealing section (4), wherein the bottom sealing section (4) is filled in the well chamber (1); A support platform (5), the support platform (5) is located above the well seat, and the bottom surface of the support platform (5) is connected to the top surface of the upper part (2a) of the plurality of pipe strings (2).

2. The air-floating deep-water installation foundation according to claim 1, characterized in that: The cover plate (1b) comprises an inclined section and a horizontal section, the angle between the inclined section and the horizontal section is greater than 130° and less than 135°, the length of the horizontal section is greater than or equal to 1 times the thickness of the cover plate (1b), the cover plate (1b) is connected to the side wall (1a) via the inclined section, and the cover plate (1b) is connected to the pipe column (2) via the horizontal section.

3. An air-floating deep-water installation foundation as claimed in claim 2, characterized in that: The top surface of the supporting rib (3) comprises an inclined portion and a horizontal portion, the angle between the inclined portion and the horizontal portion is equal to the angle between the inclined section and the horizontal section on the cover plate (1b), and the length of the horizontal portion is equal to the length of the horizontal section of the cover plate (1b).

4. The air-floating deep-water installation foundation according to claim 1, characterized in that: The length of the lower part (2b) of the pipe string (2) extending into the well chamber (1) is greater than or equal to 1 times the outer diameter of the pipe string (2).

5. The air-floating deep-water installation foundation according to claim 1, characterized in that: The bottom surface of the post-cast strip (2b1) and the bottom surface of the pipe column (2) are located on the same plane, and the top surface is located at a position one times the wall thickness of the pipe column (2) below the top surface of the side wall (1a); the drainage hole (2b2) ​​is located above the post-cast strip (2b1), and the top surface of the drainage hole (2b2) ​​and the bottom surface of the horizontal section of the cover plate (1b) are located on the same horizontal plane.

6. The air-floating deep-water installation foundation according to claim 1, characterized in that: The top surface of the bottom sealing section (4) is located at a position one times the wall thickness of the pipe column (2) above the interface between the upper part (2a) and the lower part (2b) of the pipe column (2).

7. A construction method for an air-floating deep-water foundation as claimed in any one of claims 1 to 6, characterized in that: The following steps are involved: Prefabricate a setting foundation including a plurality of well chambers (1), a plurality of pipe columns (2) and a plurality of supporting ribs (3), and simultaneously excavate a foundation pit (6) at the pier position; The foundation is floated to the pier position, and is positioned, sunk, and implanted so that it can be accurately placed in the foundation pit (6); Carry out riprap protection around the bottom of the foundation; Pouring concrete into the well chamber (1) to form a bottom sealing section (4); pouring concrete into the double-walled steel shell of the upper portion (2a) of the pipe column (2); The pipe column (2) is pumped, and after the pumping is completed, a cap (5) is constructed on the top surface of the pipe column (2).

8. The construction method of an air-floating deep-water foundation as claimed in claim 7, characterized in that: The specific method for floating the foundation to the pier position and positioning, sinking and implanting the foundation is as follows: inflating the pipe column (2) to float the foundation to the pier position, and deflating the pipe column (2) to sink and implant the foundation.

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