Combined structure for deepwater bearing platform construction

Abstract

The utility model discloses a combined structure for deepwater bearing platform construction. The combined structure comprises a steel pipe pile, a carrying pole beam, a main beam, a suspender, a distribution beam, a limiting piece, a cofferdam structure and a concrete bottom sealing plate. The steel pipe piles are original foundations of the pile foundation construction steel platform and do not need to be inserted and driven again; the main beams and the distribution beams are self-designed truss beams and can better participate in stress. The cofferdam structure is combined by steel and wood, the peripheral steel template bears seawater pressure and wave force, and the central bottom wood template is easy to operate. The structure of the bottom sealing plate is optimized into a reinforced concrete plate with simple stress, so that the stress is more reasonable; through optimization of pouring of the bottom sealing plate, conventional uncontrollable underwater pouring is innovatively optimized into overwater pouring, the controllability of quality and safety is improved, and water pumping of a cofferdam structure and implementation of anti-floating anchor rods and limiting supports are facilitated by reserving a water collection pit, vertical channel steel and a U-shaped groove; the upper and lower limiting supports can weaken the influence of wave force and ensure smooth lowering.

Description

Technical Field

[0001] The utility model relates to a substructure construction structure of a deep-sea bridge project, in particular to a combined structure for deep-water capping platform construction. Background Art

[0002] The offshore high pile cap is an important underwater structure of the offshore bridge and is also a very critical and important construction link. Since the design top elevation of the offshore cap is generally low and is often affected by waves and tides, how to reduce the construction difficulty, reduce deep-sea underwater operations, and complete the construction of the offshore high pile cap safely, quickly, and with quality and quantity directly affects the quality level and construction progress of the entire cross-sea bridge project.

[0003] The Chinese patent application number CN202122511609.3 discloses a "Steel Box Cofferdam Suspension and Lowering System". This utility model is a steel box cofferdam suspension and lowering system, which includes a number of temporary steel casings arranged in parallel in front and back. The temporary steel casings are arranged vertically. The top of each temporary steel casing is fixedly connected to a horizontal main cushion beam. A shoulder beam is arranged parallel to the main cushion beam. A jack is vertically connected between the shoulder beam and the main cushion beam. The problems with this structure are: (1) For underwater structures with a large number of pile foundations, each pile foundation has an independent lowering system. It is difficult to ensure the consistency of the jack's lowering stroke and the accuracy is difficult to control, which will cause tilting; (2) The steel casing is a temporary structure. When the steel casing is removed, the independent suspension system on the steel casing also needs to be removed. How to achieve the removal of the steel casing and the conversion of the force system is not described. (3) The structure did not design and describe the anti-floating system of the steel box cofferdam; (4) Except for the temporary steel casing, no other structures that could be used to fix the suspension system were found. The steel cofferdam was fixed on the steel casing, which would temporarily cause the steel casing to be unable to be pulled out and the underwater structure could not be cast. Summary of the invention

[0004] The utility model aims to overcome the shortcomings of the prior art and provide a combined structure for deep-water pedestal construction which can effectively reduce underwater operations, greatly improve operability and have low construction costs.

[0005] To achieve this purpose, the utility model adopts the following technical solutions:

[0006] The utility model discloses a combined structure for deepwater capping platform construction, comprising steel pipe piles which have been driven into the seabed and are arranged at the position of the steel hanging box to be installed, and the shoulder beam is supported on the front and rear rows of steel pipe piles in the horizontal direction respectively; a plurality of suspension rods are respectively installed on the front and rear shoulder beams at intervals in the vertical direction, each suspension rod passes through the shoulder beam and the opening on the main beam located below the shoulder beam, and is respectively fastened to the main beam through the main beam nut and fastened to the shoulder beam through the shoulder beam nut; the main beam is arranged at intervals in the longitudinal direction, and a plurality of distribution beams are installed on the main beam at intervals in the front and rear directions, and each group of distribution beams is arranged at intervals in the front and rear directions. It is composed of multiple distribution beams, and a limit plate is set at the intersection of the main beam and the distribution beam; according to the outer edge position of the steel hanging box to be installed, a limit plate is welded at the corresponding position of the main beam or the distribution beam; the steel hanging box is hung on the distribution beam, and the limit plates welded on the main beam or the distribution beam are set on all sides; the steel hanging box uses a steel formwork and a round-shaped structure, and a wooden formwork bottom formwork is fixed at the bottom wall opening of the round-shaped structure. Reserved holes are set at the four corners of the wooden formwork bottom formwork at the corresponding position of the steel casing. When it is hung on the distribution beam, the steel casing passes through the reserved holes at the corresponding position. The holes are arranged on the bottom of the wooden formwork, and the gaps between the two are matched. The steel casing is a pile foundation template for underwater concrete pouring in the bridge pile foundation, and is located on the inner side of the pedestal to be constructed; wooden squares are evenly distributed and fixed under the wooden formwork bottom template, and the sum of the thickness of the wooden squares and the thickness of the wooden formwork bottom template is the same as the bottom wall thickness of the steel hanging box, and a connecting hole is opened on one side wall of the steel hanging box; a double-layer bidirectional steel mesh is arranged on the bottom of the wooden formwork, and a circle of anchor bars is pre-buried around each steel casing; a concrete bottom plate is poured for the first time at the double-layer bidirectional steel mesh, and the inner concrete sealing plate located at the circumference of the outer ring of the four steel casings is The thickness of the bottom plate is less than the thickness of the outer concrete bottom plate located outside the inner concrete bottom plate, and a gap is left between the inner concrete bottom plate and the steel casing; when pouring concrete on the outer concrete bottom plate, vertical channel steel columns are pre-embedded on the outer concrete bottom plate in the longitudinal and transverse directions of each corner of the corresponding steel hanging box, and the channel steel columns are not less than 40cm higher than the surface of the outer concrete bottom plate, which is convenient for the implementation of limited support; and four "concave" grooves are reserved on the outer concrete bottom plate around each steel casing, and the lower part of the anti-floating anchor rod is inserted into each "concave" groove;

[0007] The hanging steel hanging box system includes a steel hanging box, a main beam, a distribution beam and a concrete bottom plate poured for the first time. A hydraulic jack is installed on the left and right sides of the front and rear shoulder beams respectively; a joist for hoisting is set on the same side of the hanging rod above each shoulder beam, and the joist and the hanging rod are fastened with joist nuts; a pad is added between the hydraulic jack and the joist to make the joist and the hydraulic jack tightly combined; a lower limit support is set at the position corresponding to the lower part of the embedded channel steel column, and the lower limit support includes An upper transverse tie rod is arranged along the transverse direction, the inner end of the upper transverse tie rod is tightly set against the outer wall of the steel casing through a steel wedge, the outer end of the upper transverse tie rod is fixedly connected to the embedded channel steel column, the inner end of the lower transverse tie rod is fixedly connected to the embedded channel steel column and the outer end is fixedly connected to the steel hanging box, and the outer end of the lower transverse tie rod is welded to the steel hanging box; an upper limit support is arranged at the top surface elevation of the hanging steel hanging box system corresponding to each lower limit support, one end of the upper limit support is welded to the steel casing, and the other end is arranged in a gap with the steel hanging box.

[0008] The technical effects of the utility model compared with the prior art are:

[0009] The steel hanging box of the utility model is supported by the main beam and the distribution beam. The beam is hung on the steel pipe pile foundation through the suspension rod. The bottom concrete is poured on the water. After the hydraulic jack lowers the steel hanging box cofferdam to the specified elevation, the bottom concrete around the steel casing is poured again to form a bottom cofferdam. The steel pipe pile foundation used in the utility model is the original foundation of the pile foundation construction steel platform and does not need to be re-inserted. The main beam and distribution beam used are self-designed truss beams, which can not only meet the force, but also effectively reduce the deflection and better participate in the force. The cofferdam template adopts a combination of steel and wood. The outer periphery adopts a steel template to withstand the huge sea water pressure and wave force, and the center bottom adopts a wooden template, which is easy to operate. The bottom plate structure is optimized to a 50cm thick reinforced concrete plate with simple stress, making the overall stress of the structure more reasonable; the bottom plate casting is optimized to change the conventional uncontrollable underwater casting to overwater casting, and the quality, safety and controllability are improved. The bottom plate is innovatively equipped with reserved sump, embedded vertical channel steel and reserved "concave" groove, which is more convenient for pumping water from the cofferdam structure, and the implementation of anti-floating anchor rods and limit supports; the utility model uses self-designed upper and lower limit supports to avoid the structure from being affected by wave force and swaying continuously when being lowered, thereby ensuring the smooth lowering of the structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0010] Figure 1 Shown is a plan view of a combined structure for deep-water cap construction according to the utility model.

[0011] Figure 2-1 yes Figure 1 The structural schematic diagram of the main beam of the steel box cofferdam system is shown.

[0012] Figure 2-2 yes Figure 1 The structural schematic diagram of the distribution beam of the steel box cofferdam system is shown.

[0013] Figure 3 yes Figure 1 The schematic plan view of the bottom form and side form layout of the steel box cofferdam system is shown.

[0014] Figure 4 yes Figure 1 The diagram shown is a schematic diagram of the limiting structure of the steel box cofferdam system at the main beam and distribution beam.

[0015] Figure 5 yes Figure 1 The schematic cross-sectional diagram of the bottom plate reinforcement and anchor bar arrangement of the steel box cofferdam system is shown.

[0016] Figure 6 yes Figure 1 The schematic diagram of two pouring of bottom slab concrete of steel box cofferdam system is shown.

[0017] Figure 7 yes Figure 1 The schematic diagram of the steel box cofferdam system being lowered to the design elevation of the pedestal is shown.

[0018] Figure 7-1 yes Figure 7 The diagram shown is a schematic diagram of the arrangement of limit supports during the lowering process of the steel box cofferdam system.

[0019] Figure 7-2 yes Figure 7-1 Schematic diagram of the lower limit support structure of the limit support shown.

[0020] Figure 8 yes Figure 1 The schematic diagram of the structural cross-section of the anti-floating system of the steel hanging box cofferdam system is shown. DETAILED DESCRIPTION

[0021] The present invention will be further described in detail below in conjunction with the accompanying drawings and embodiments. The specific embodiments described herein are only used to explain the present invention and are not intended to limit the scope of protection of the present invention.

[0022] As shown in the attached drawings, the utility model is a combined structure for deepwater pedestal construction, comprising steel pipe piles 1 driven into the seabed and arranged at the position of a steel hanging box 3 to be installed, and two front and rear shoulder beams 2 are supported on the front and rear rows of steel pipe piles 1 respectively in the transverse direction.

[0023] A plurality of suspension rods 4 are installed at intervals on the front and rear shoulder beams along the vertical direction. Each of the suspension rods passes through the shoulder beam 2 and the openings on the main beam 5 located below the shoulder beam and is fastened to the main beam through the main beam nut 8-1 and the shoulder beam nut 8-2 respectively. The plurality of main beams are arranged at intervals along the longitudinal direction. A plurality of groups of distribution beams 6 are installed at intervals on the front and rear of the plurality of main beams 5. Each group of distribution beams is composed of a plurality of distribution beams. The main beams 5 and the distribution beams 6 are not welded. A limit plate is provided at the intersection of the main beam 5 and the distribution beam 6 to prevent the main beam 5 and the distribution beam 6 from moving relative to each other, so as to facilitate the later removal. According to the outer edge position of the steel hanging box 3 to be installed, a limit plate 12 is welded at the corresponding position of the main beam 5 or the distribution beam 6. The limit plate 12 can be made of 20a channel steel.

[0024] The limiting piece preferably adopts a triangular structure and is welded to the distribution beam 6, and the opening of the triangular structure is fixed on the main beam.

[0025] As an implementation mode of the present utility model, Figure 2-1 As shown, the main beam in the middle adopts a structure composed of two groups of double-jointed I-beams and multiple groups of tie beams 10 connected horizontally and vertically, and the main beams on both sides adopt a structure composed of double-jointed I-beams. A truss structure is fixed on the bottom wall of the double-jointed I-beams of the main beam. With this structure, the main beam is stable in force, has small deflection, good integrity, and is easy to install. Preferably, the truss structure is welded from 20a channel steel.

[0026] Preferably, Figure 2-2 As shown, the distribution beam in the middle adopts a combination structure of 5 single I-beams and three groups of transverse tie beams, and the distribution beams on both sides adopt a combination structure of 3 single I-beams and 3 groups of transverse tie beams. The distribution beams using this structure have good integrity, stable force, convenient turnover, and easy overall installation.

[0027] The hanging system plays the role of hanging the steel hanging box 3 to be installed on the foundation of the steel pipe pile 1. The hanging system and the load thereon are transferred to the shoulder beam 2 through the hanging rod 4, and then evenly transferred to the steel pipe pile 1 by the shoulder beam 2.

[0028] The steel hanging box is hung on the distribution beam 6, and the steel hanging box 3 is surrounded by limit plates 12 welded on the main beam 5 or the distribution beam 6 to ensure that the position of the steel hanging box 3 does not change after being impacted by seawater.

[0029] The steel hanging box 3 is a circular structure, and the steel hanging box is a steel formwork. A wooden formwork bottom formwork 14 is fixed at the bottom wall opening of the circular structure. Reserved holes are set at the four corners of the wooden formwork bottom formwork 14 at the corresponding positions of the steel casing 16. The steel casing is hung on the distribution beam and passes through the reserved holes at the corresponding positions. The gap between the two is matched to prevent the position deviation of the steel casing 16 from causing the steel hanging box 3 to be unable to be installed smoothly. The steel casing is a pile foundation formwork for underwater concrete pouring in the bridge pile foundation, and is located on the inner side of the pedestal 7 to be constructed.

[0030] Wooden squares are evenly distributed and fixed below the wooden formwork bottom form 14. The sum of the thickness of the wooden squares and the thickness of the wooden formwork bottom form is the same as the bottom wall thickness of the steel hanging box. The formwork system consists of a steel hanging box and a wooden formwork bottom form 14. A connecting hole 13 is opened on the side wall of the steel hanging box 3 to connect the inside and the outside to prevent the water level from rising after the bottom is completely sealed while the water level in the steel hanging box 3 remains unchanged, causing a pressure difference, which damages the stability of the structure and the finally poured annular belt concrete. When pumping water, the connecting hole 13 is blocked.

[0031] The steel mold resists lateral pressure and impact force, and the wooden bottom mold only bears the gravity load of the bottom plate, rationally utilizing material properties to achieve material turnover.

[0032] A double-layer bidirectional steel mesh 15 is arranged on the wooden formwork bottom form 14, and a circle of anchor bars 17 is pre-buried around each steel casing 16. The anchor bars are preferably 2 cm away from the outer contour of the steel casing 16. They play a role in protecting the final concrete bottom plate 18 during the lowering of the steel hanging box 3 and are also used for subsequent system conversion. The anchor bars are preferably arranged in the following manner: 12 threaded steel bars with a diameter of more than 25 mm are evenly arranged along the circumference of the steel casing 16.

[0033] A concrete bottom plate is first poured at the double-layer bidirectional steel mesh 15, wherein the thickness of the inner concrete bottom plate 20 located at the circumference of the outer ring of the four steel casings is less than the thickness of the outer concrete bottom plate 19 located outside the inner concrete bottom plate, and a gap is left between the inner concrete bottom plate 20 and the steel casing 16; when the outer concrete bottom plate 19 is poured with concrete, Figure 7-1 7-2. Pre-embed vertical channel steel columns 26 on the outer concrete bottom plate in the longitudinal and transverse directions of each corner of the corresponding steel hanging box. The channel steel columns 26 are not less than 40 cm higher than the surface of the outer concrete bottom plate and are used to fix the lower limit support; and four "concave" grooves are reserved on the outer concrete bottom plate around each steel casing 16, and the lower part of the anti-floating anchor rod 30 is inserted and fixed in each "concave" groove.

[0034] In this step, the thickness of the inner concrete bottom plate 20 at the outer circumference of the steel casing in the first concrete bottom plate can be 10 cm, and the outer concrete bottom plate 19 in the first concrete bottom plate outside the 10 cm thick inner concrete bottom plate 20 can be 50 cm thick. C30 marine concrete can be used for pouring concrete, and the double-layer bidirectional steel mesh protective layer is preferably 5 cm, and a gap of 3 cm is preferably retained between the inner concrete bottom plate 20 and the steel casing 16.

[0035] Preferably, the inner concrete bottom plate 20 is an annular belt, and the radial width of the annular belt is 320mm-350mm. The annular belt is used to serve as the bottom mold of the annular belt concrete bottom plate 21 for the second pouring, and to ensure that the steel hanging box 3 is smoothly lowered to the designed elevation; thirdly, it reduces the pouring of underwater concrete in seawater and ensures the quality, elevation and surface flatness of underwater concrete.

[0036] Preferably, when the outer concrete bottom plate 19 is poured with concrete, a sump is reserved at a corner of the outer concrete bottom plate to facilitate pumping water later.

[0037] The hanging steel hanging box system includes a steel hanging box 3, a main beam 5, a distribution beam 6 and a concrete bottom plate poured for the first time. A hydraulic jack 22 is installed on the left and right sides of the front and rear shoulder beams 2 respectively; a joist 23 for hanging is mounted on the same-side suspension rod 4 above each shoulder beam 2, and the joist 23 and the suspension rod 4 are fastened with a joist nut 8-3; a pad is added between the hydraulic jack 22 and the joist 23 to make the joist and the hydraulic jack tightly combined to avoid slippage.

[0038] During the lowering process of the suspended steel box system, it will be affected by the waves and shake, and the shaking will disturb the concrete poured in the annular belt. The upper limit support 24 and the lower limit support 25 are set to ensure the stability and safety of the lowering of the steel box system. A lower limit support 25 is provided at a position corresponding to the lower part of the embedded channel steel column 26, and the lower limit support includes an upper transverse tie rod 27 arranged in the transverse direction, and the inner end of the upper transverse tie rod is tightly set against the outer wall of the steel casing 16 through a steel wedge 28, and the outer end of the upper transverse tie rod is fixedly connected to the embedded channel steel column, the inner end of the lower transverse tie rod 29 is fixedly connected to the embedded channel steel column and the outer end is fixedly connected to the steel hanging box, and the outer end of the lower transverse tie rod 29 is welded to the steel hanging box 3, so that the concrete bottom plate poured for the first time is connected to the steel hanging box as a whole, and the lower end stress point of the steel hanging box template is moved up to the top surface of the concrete bottom plate poured for the first time, so as to avoid the formation of gaps between the steel hanging box 3 and the concrete bottom plate poured for the first time under the impact of waves or repeated typhoons, resulting in water leakage accidents. An upper limit support 24 is arranged at the top elevation of the hanging steel box system corresponding to each lower limit support. One end of the upper limit support 24 is welded to the steel casing 16 , and the other end is arranged with a gap from the steel box 3 .

[0039] The steps of lowering the hanging steel box system using the above structure are: always keep the main beam nut 8-1 below the main beam 5 tight, tighten the shoulder beam nut 8-2 used to fix the shoulder beam 2 and the suspension rod, loosen the joist nut 8-3, start the jack 22 to gradually lift the joist 23, and close the jack 22 before the jack 22 reaches the maximum stroke; tighten the joist nut, loosen the shoulder beam nut, start the jack 22 again, gradually unload synchronously, and lower the steel box system. Repeat the above steps until the steel box 3 is lowered to the design elevation of the bottom of the pedestal.

[0040] After the hanging steel box system is lowered, the following steps are carried out:

[0041] Step 1: Cast the concrete bottom plate for the second time to form the final concrete bottom plate 18. The specific process is as follows:

[0042] In the first step, a soft material such as geotextile is used to underwater seal the gap between the first poured concrete bottom plate and the steel casing 16 .

[0043] The second step is to cast the concrete bottom plate for the second time. The specific process is: use the inner concrete bottom plate 20 as the bottom mold to cast the annular belt concrete bottom plate 21. After the second casting of the annular belt concrete bottom plate is completed, a closed cofferdam is formed.

[0044] Step 2: Complete the installation of anti-floating support. The specific process is as follows: Figure 8As shown, after the steel hanging box 3 is lowered to the designed elevation of the bottom of the pedestal, the upper end of the anti-floating anchor rod 30 is kept above the high tide water surface, and the steel casing 16 is used as the final load-bearing component. The upper end of the anti-floating anchor rod 30 is welded to the steel casing 16 to complete the anti-floating support installation.

[0045] Step 3: Pumping out water and plugging leaks. The specific process is: install cross braces and angle braces on the top of the steel hanging box 3, plug the connecting holes 13 opened on the side template 11 of the steel hanging box, and perform water pumping operations in the steel hanging box. After the water is pumped out, if there is a leak, plug it.

[0046] Step 4: Force system conversion, the specific process is:

[0047] The first step is to weld the anchor bar 17 to the steel casing 16 so that the concrete bottom plate formed by the two pourings and the steel casing 16 form a new force-bearing body;

[0048] The second step is to remove the anti-floating anchor rods, and the buoyancy is transferred to the steel casing 16 through the anchor bars 17 on the concrete bottom plate to form a new force system.

[0049] Step 5: Cut off the excess steel casing 16, and after completing the construction of the foundation 7 on the construction platform 9 and in the steel hanging box 3, dismantle the steel hanging box cofferdam system.

[0050] The above description is only an embodiment of the present invention, and does not limit the patent scope of the present invention. Any equivalent structure or equivalent process transformation made by using the contents of the specification and drawings of the present invention, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present invention.

Claims

1. A combined structure for deepwater cap construction, characterized in that: The invention comprises steel pipe piles (1) which have been driven into the seabed and are arranged according to the position of the steel hanging box (3) to be installed, and two front and rear shoulder beams (2) are supported on the front and rear rows of steel pipe piles in the horizontal direction respectively; a plurality of suspension rods (4) are installed on the front and rear shoulder beams at intervals in the vertical direction, each of which passes through the shoulder beam and the opening on the main beam (5) located below the shoulder beam and is respectively fastened to the main beam through the main beam nut and the shoulder beam nut, and the plurality of main beams are arranged at intervals in the longitudinal direction; a plurality of distribution beams (6) are installed on the plurality of main beams at intervals in the front and rear, each group of distribution beams is composed of a plurality of distribution beams, and a limit plate is arranged at the intersection of the main beam and the distribution beam; a limit plate (12) is welded at the corresponding position of the main beam or the distribution beam according to the outer edge position of the steel hanging box (3) to be installed; The hanging box is hung on the distribution beam, and the steel hanging box is arranged around the limit plates welded on the main beam or the distribution beam; the steel hanging box is a round-shaped structure, and the steel hanging box is a steel template. A wooden template bottom mold (14) is fixed at the bottom wall opening of the round-shaped structure, and reserved holes are arranged at the four corners of the wooden template bottom mold at the corresponding position of the steel casing (16). During the process of the steel casing being hung on the distribution beam, it passes through the reserved holes at the corresponding position and the gap between the two is matched. The steel casing is a pile foundation template for underwater concrete pouring in the bridge pile foundation, and is located on the inner side of the pedestal (7) to be constructed; wooden squares are evenly fixed below the wooden template bottom mold, and the sum of the thickness of the wooden squares and the thickness of the wooden template bottom mold is the same as the bottom wall thickness of the steel hanging box, and a connecting hole (13) is opened on one side wall of the steel hanging box; A double-layer bidirectional steel mesh (15) is arranged on the bottom form of the wooden formwork, and a circle of anchor bars (17) is pre-buried around each steel casing; a concrete bottom plate is poured for the first time at the double-layer bidirectional steel mesh, wherein the thickness of the inner concrete bottom plate (20) located at the circumference of the outer ring of the four steel casings is less than the thickness of the outer concrete bottom plate (19) located outside the inner concrete bottom plate, and a gap is left between the inner concrete bottom plate and the steel casing; when pouring concrete on the outer concrete bottom plate, vertical channel steel columns (26) are pre-buried on the outer concrete bottom plate in the longitudinal and transverse directions at each corner of the corresponding steel hanging box, and the channel steel columns are not less than 40 cm higher than the surface of the outer concrete bottom plate; and four "concave" grooves are reserved on the outer concrete bottom plate around each steel casing, and the lower part of the anti-floating anchor rod (30) is inserted into each concave groove; The hanging steel hanging box system comprises a steel hanging box, a main beam, a distribution beam and a concrete bottom plate poured for the first time. A hydraulic jack (22) is installed on the left and right sides of the front and rear shoulder beams respectively. A joist (23) for hanging is mounted on the same side suspension rod above each shoulder beam. The joist and the suspension rod are fastened with joist nuts. A pad is added between the hydraulic jack and the joist to make the joist and the hydraulic jack tightly combined. A lower limit support is arranged at a position corresponding to the lower part of the embedded channel steel column. The lower limit support comprises a support along the An upper transverse tie rod (27) is arranged transversely, the inner end of which is tightly set against the outer wall of the steel casing by a steel wedge (28), the outer end of which is fixedly connected to the embedded channel steel column, the inner end of the lower transverse tie rod (29) is fixedly connected to the embedded channel steel column and the outer end is fixedly connected to the steel hanging box, and the outer end of the lower transverse tie rod is welded to the steel hanging box; an upper limit support is arranged at the top surface elevation of the hanging steel hanging box system corresponding to each lower limit support, one end of the upper limit support is welded to the steel casing, and the other end is arranged in a gap with the steel hanging box.

2. The combined structure for deepwater cap construction according to claim 1 is characterized in that: The limiting piece adopts a triangular structure and is connected with the distribution beam by welding, and the opening of the triangular structure is fixed on the main beam.

3. The combined structure for deepwater cap construction according to claim 1 or 2, characterized in that: The main beam in the middle adopts a composite structure of two groups of double I-beams and multiple groups of tie beams connected horizontally and vertically. The main beams on both sides adopt a composite structure of double I-beams. A truss structure is fixed on the bottom wall of the double I-beams of the main beam.

4. The combined structure for deepwater cap construction according to claim 3 is characterized in that: The distribution beam in the middle adopts a combined structure of a single I-beam and three sets of transverse tie beams, and the distribution beams on both sides adopt a combined structure of three single I-beams and three sets of transverse tie beams.

5. The combined structure for deepwater cap construction according to claim 3 is characterized in that: The anchor bars are 2 cm away from the outer contour of the steel casing, and the anchor bars are arranged in the following manner: 12 threaded steel bars with a diameter of more than 25 mm are evenly arranged along the circumference of the steel casing.

6. The combined structure for deepwater cap construction according to claim 3 is characterized in that: The protective layer of the double-layer bidirectional steel mesh is 5cm, and a 3cm gap is retained between the inner concrete bottom plate and the steel casing.

7. The combined structure for deepwater cap construction according to claim 6 is characterized in that: The inner concrete bottom plate is an annular belt, and the radial width of the annular belt is 320mm-350mm.

8. The combined structure for deepwater cap construction according to claim 7 is characterized in that: A sump is reserved at a corner of the outer concrete bottom slab.

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