A tension-legged sea-based rocket launch platform and its installation method

Abstract

This invention provides a tension leg type marine rocket launch platform and its installation method. The tension leg type marine rocket launch platform includes a central launch tube, radial floats, side floats, tension leg tendons, and pile foundations. The central launch tube includes a protective cover, a tube body, and a support platform from top to bottom. The protective cover is located at the top of the tube body, and the support platform is located at the bottom inside the tube body, with the bottom surface of the support platform and the bottom surface of the tube body at the same horizontal plane. The tube body has a three-layer nested structure in cross-section, consisting of an inner steel pipe, a buffer concrete layer, and a protective concrete layer from the inside out. There are multiple radial floats, with one end of each radial float connected to the tube body and the other end connected to the side floats. The number of side floats is equal to the number of radial floats. The top end of each tension leg tendon connects to the bottom of the side float and the bottom end connects to the top of the pile foundation. The pile foundation is vertically fixed to the seabed.

Description

Technical Field

[0001] This invention relates to the field of marine rocket launch technology, and in particular to a tension leg type marine rocket launch platform and its installation method. Background Technology

[0002] In recent years, with the continuous growth in demand for space information services such as satellite communication, Earth observation, and navigation and positioning, countries have accelerated the large-scale and networked deployment of low-Earth orbit satellites, driving up global demand for launch vehicles. my country's launch vehicle activities are also shifting from phased implementation to high-frequency, routine operation, placing higher demands on the stability, safety, and structural performance of launch platforms.

[0003] Rocket launches primarily include land-based and sea-based launches. Land-based launch technology is relatively mature, but launch site selection is significantly limited by geographical location and safety zones, resulting in insufficient flexibility in launch windows. In contrast, sea-based launches can utilize mobile platforms to flexibly select launch areas, conducting missions near low latitudes or even equatorial waters, thereby improving orbital insertion efficiency, reducing propellant consumption, and enhancing launch safety. Therefore, sea-based rocket launches are gradually becoming an important development direction for launch vehicles.

[0004] Currently, some offshore launch platforms use modified steel vessels as launch carriers, which have limited recovery stiffness. During the launch phase, they may experience significant attitude disturbances such as heave and structural vibrations due to wave action, negatively impacting launch safety and platform structural reliability. Other offshore launch platforms are converted from decommissioned traditional oil and gas extraction platforms. These platforms are expensive to convert, and their original design conditions and functional layout do not fully match the requirements for offshore rocket launches. Limitations remain in areas such as launch device arrangement, fire and explosion protection, and dynamic response control, making it difficult to balance economy and launch accuracy.

[0005] As maritime space launch missions develop towards higher frequency and higher reliability, the two launch methods mentioned above are gradually becoming insufficient to meet the future requirements of maritime rocket launch missions in terms of float stability, motion control capabilities, and long-term service durability. Therefore, it is urgent to improve maritime rocket launch platforms.

[0006] Tension leg platforms are deep-water platform structures that rely on the float and tension leg mooring system to maintain balance and stability. They have high vertical recovery stiffness and can effectively suppress vertical displacement (heave) and sway angle (roll and pitch) of the platform without increasing the structural weight too much. Their mechanical properties are highly compatible with the low displacement control requirements of marine rocket launch platforms during the launch phase.

[0007] Ultra-high performance concrete, as a high-performance cement-based composite material with high strength, high density and excellent durability, can not only meet the comprehensive requirements of marine rocket launch platforms for overall stiffness, crack resistance and durability, but also reduce the dependence on high-strength steel and subsequent anti-corrosion maintenance, thus having better engineering economy, durability and application potential.

[0008] Based on the structural advantages of tension leg platforms and the material advantages of ultra-high performance concrete, research can be conducted on the structural forms of marine rocket launch platforms. By optimizing the platform structural system and combining it with high-performance engineering materials, the platform's motion response can be effectively controlled, improving the platform's durability and engineering economy, and providing stable and reliable engineering equipment support for high-frequency marine launch vehicles. Summary of the Invention

[0009] To overcome the shortcomings of existing technologies, this invention provides a tension leg type marine rocket launch platform and its installation method that is highly stable, durable, and economically feasible, adaptable to harsh sea conditions, and meets the requirements of high-frequency routine launches.

[0010] To achieve the above objectives, the present invention adopts the following technical solution:

[0011] In a first aspect, the present invention provides a tension leg type marine rocket launch platform, comprising a central launch tube, radial buoys, side buoys, tension leg tendons, and pile foundations; the central launch tube comprises, from top to bottom, a protective cover, a tube body, and a support platform, the protective cover being located at the top of the tube body, the support platform being located at the bottom inside the tube body, and the bottom surface of the support platform being at the same horizontal plane as the bottom surface of the tube body; the cross-section of the tube body is a three-layer nested structure, consisting of an inner steel pipe, a buffer concrete layer, and a protective concrete layer from the inside out; there are multiple radial buoys, one end of each radial buoy being connected to the tube body, and the other end being connected to the side buoys; the number of side buoys is equal to the number of radial buoys; the top end of each tension leg tendon is connected to the bottom of the side buoy, and the bottom end is connected to the top end of the pile foundation; the pile foundation is vertically fixed to the seabed.

[0012] Preferably, the buoyancy of the tension leg type marine rocket launch platform is greater than its own weight, and is balanced by the tension of the tension leg tendons.

[0013] Preferably, the protective cover, the protective layer concrete of the cylinder body, the bearing platform, the radial pontoon, and the side pontoon are all made of reinforced ultra-high performance concrete. The reinforced ultra-high performance concrete is a composite material formed by configuring a steel mesh in an ultra-high performance concrete matrix, and the ultra-high performance concrete matrix completely encapsulates the steel mesh. The cubic compressive strength of the ultra-high performance concrete matrix is ​​not less than 120 MPa, the axial tensile strength is not less than 5 MPa, the elastic modulus is 40-55 GPa, and the volumetric fiber content is 1.0%-3.0%.

[0014] Preferably, the buffer layer concrete of the cylinder body is made of reinforced ultra-high performance concrete with rubber particles. The reinforced ultra-high performance concrete with rubber particles is a composite material formed by configuring a steel mesh within an ultra-high performance concrete matrix with rubber particles, and the ultra-high performance concrete matrix with rubber particles completely encapsulates the steel mesh. The elastic modulus of the buffer layer concrete is lower than that of the protective layer concrete, and the cubic compressive strength of the ultra-high performance concrete matrix with rubber particles is not less than 40 MPa. In the reinforced ultra-high performance concrete with rubber particles, the volume fraction of steel fiber is 1.0% to 3.0%, the volume fraction of rubber particles is 5% to 20%, and the particle size of the rubber particles is not less than 1 mm.

[0015] Preferably, the inner steel pipe of the cylinder body is a steel structure, including a steel cylinder and several steel ribs welded radially on the outer surface of the steel cylinder. The steel ribs are connected to the steel mesh inside the buffer layer concrete and the steel mesh inside the protective layer concrete. The bottom of the steel cylinder is connected to the steel mesh inside the pier. The central launching tube, the radial floats and the side floats are connected to form an integral structure by post-casting ultra-high performance concrete.

[0016] Preferably, the protective cover and the support platform are both cylindrical structures, and the cylinder body is a tubular structure; the protective cover is movably connected to the top of the cylinder body; the buffer layer concrete and the protective layer concrete are both tubular structures.

[0017] Preferably, the outer periphery of the radial pontoon is made of reinforced ultra-high performance concrete, and the interior of the radial pontoon is provided with several vertical ribs; the horizontal width of the radial pontoon is 0.6-0.8 times the outer diameter of the protective layer concrete; there are 3 radial pontoons, and the included angle between the horizontal centerlines of adjacent radial pontoons is 120°; the number of vertical ribs in a single radial pontoon is at least 2.

[0018] Preferably, the outer perimeter of the side pontoon is made of reinforced ultra-high performance concrete. The outer shape of the side pontoon is a regular polygon or cylinder, and the interior is provided with several horizontal ribs and several vertical support columns. The number of horizontal ribs in a single side pontoon is at least 3, and the number of vertical support columns is at least 2. The number of tension leg tendons is the same as the number of vertical support columns, and a single tension leg tendon is connected to a single vertical support column above it, with their vertical central axes coinciding.

[0019] Preferably, the tension leg tendon is a steel wire rope with a sheath, and the tensile strength of the steel wire rope is above 1570MPa; the number of pile foundations is the same as the number of tension leg tendons.

[0020] Secondly, the present invention also provides an installation method for the tension leg type sea-based rocket launch platform described in the first aspect, which includes the following steps:

[0021] (1) Float construction: The radial floats and the side floats are prefabricated in the dry dock;

[0022] (2) Construction of the central launch tube: The protective cover, the tube body and the support platform are prefabricated in the dock and connected to form the central launch tube;

[0023] (3) Platform assembly: First, the central launch tube is positioned and temporarily fixed; then the radial floats and the side floats are hoisted in sequence so that the central launch tube, the radial floats and the side floats form a whole in a spatial arrangement that meets the design requirements.

[0024] (4) Tension leg tendon installation: Complete the construction of the pile foundation in the target sea area and connect the bottom end of the tension leg tendon to the top end of the pile foundation;

[0025] (5) Platform towing: Launch the platform obtained in step (3) as a whole into the water. After confirming that the platform meets the preset draft and stability requirements, tow it to the target sea area.

[0026] (6) Tensioning the tension leg tendon: Ballast the platform obtained in step (3) to increase its draft to the preset value, and connect the top of the tension leg tendon in step (4) to the bottom of the side float; then remove the ballast to make the tension leg tendon reach the designed pre-tension state.

[0027] (7) System verification and debugging: The tension of the tension leg tendon is measured and verified, and the attitude, draft and structural response of the tension leg type sea rocket launch platform are tested; after confirming that all indicators meet the design requirements, the installation is completed.

[0028] Compared with the prior art, the beneficial effects of the present invention include:

[0029] The tension-legged marine rocket launch platform of this invention maintains a stable attitude and exhibits minimal vertical motion response even when subjected to complex marine environmental loads and rocket launch impact loads. This effectively improves the safety and reliability of marine rocket launches. It boasts advantages such as a rational structural layout, high overall vertical stiffness, minimal motion response, good durability, strong engineering feasibility, and high economic efficiency, meeting the high-precision requirements of marine rocket launches. Specifically, it includes the following advantages:

[0030] (1) The present invention adopts a tension leg platform structure, which combines a platform consisting of a central launch tube, radial floats and side floats, a mooring system consisting of tension leg tendons and pile foundations to form a strong vertical constraint system, enabling the platform to maintain a small vertical displacement under marine environmental loads, and significantly improving the accuracy of marine rocket launches.

[0031] (2) The present invention sets the central launch tube at the center of the platform and connects it with the side floats through multiple radial floats to form an integral structure. The overall layout of the platform is symmetrical and the force path is clear, which is conducive to improving the overall rigidity of the structure and reducing local stress concentration, thereby improving the safety of the platform.

[0032] (3) The present invention can also be used for defense under special mission conditions, which can meet the application needs of military-civilian integration.

[0033] (4) In the preferred embodiment, the cylinder body of the present invention adopts a composite structure of inner steel pipe, buffer concrete and protective concrete. The inner steel pipe effectively improves the overall strength of the platform, the buffer concrete can absorb and reduce the impact and vibration encountered by the platform, and the protective concrete can resist external impact and marine environment corrosion, thereby improving the safety and durability of the platform.

[0034] (5) In the preferred embodiment, the present invention uses ultra-high performance concrete as the main structural material for the protective layer concrete, protective cover, foundation, radial buoy and side buoy, making full use of the advantages of ultra-high performance concrete in high strength, high durability and good crack resistance, so that the platform can meet the structural strength requirements while having good impermeability, corrosion resistance and fatigue resistance, and meet the long-term service requirements of the platform in the marine environment.

[0035] (6) In the preferred embodiment, the present invention uses ultra-high performance concrete as the main structural material. Compared with traditional steel structure platforms, it can reduce the large dependence on high-strength steel and reduce the need for anti-corrosion maintenance in the marine environment, thereby reducing the construction cost and operation and maintenance cost of the platform throughout its entire life cycle, and has good engineering economy.

[0036] (7) In a preferred embodiment, the present invention provides vertical ribs inside the radial pontoon and horizontal ribs and vertical support columns inside the side pontoon, thereby improving the structural rigidity of the pontoon and enhancing its resistance to deformation during towing, installation and service.

[0037] (8) In a preferred embodiment, the present invention welds the steel ribs on the inner steel pipe to the internal steel mesh of the buffer layer concrete and the protective layer concrete, and connects the central launch tube, radial floats and side floats to form an integral structure by post-pouring ultra-high performance concrete, thereby enhancing the connection reliability between the structural components and improving the overall structural strength of the platform.

[0038] (9) The present invention adopts a construction method that combines modular prefabrication and on-site assembly, which can effectively improve construction efficiency and reduce the difficulty of offshore construction. Attached Figure Description

[0039] Figure 1 This is a perspective view of a tension leg type sea-based rocket launch platform according to a preferred embodiment of the present invention.

[0040] Figure 2 This is a front view of a tension leg type sea rocket launch platform in a preferred embodiment of the present invention.

[0041] Figure 3 This is a top view of a tension leg type sea-based rocket launch platform according to a preferred embodiment of the present invention.

[0042] Figure 4 This is a full cross-sectional perspective view of the central launching tube in a preferred embodiment of the present invention.

[0043] Figure 5 This is a top view of the cylinder body in a preferred embodiment of the present invention.

[0044] Figure 6 This is a perspective view of the inner steel pipe of the cylinder in a preferred embodiment of the present invention.

[0045] Figure 7 This is a full-section perspective view of a single radial pontoon in a preferred embodiment of the present invention.

[0046] Figure 8 This is a full cross-sectional perspective view of the top of a single side float and the tension leg tendon connected to it in a preferred embodiment of the present invention.

[0047] Figure 9 The diagram shows the surface area and draft of each waterline of the platform in the simulation test of the preferred embodiment of the present invention.

[0048] Figure 10 The graph shows the calculated RAO (Rapid Active Oscillator) results for a platform with a wave period of 2.00-30.00s and a downward wave angle of 0-180°.

[0049] Figure 11 The diagram shows the calculated wave force RAO of a platform with a wave period of 2.00-30.00s and a downward wave angle of 0-180°.

[0050] The annotations in the attached figures are explained as follows:

[0051] 1-Protective cover, 2-Cylinder body, 3-Support platform, 4-Radial pontoon, 5-Side pontoon, 6-Tension leg tendon, 7-Pile foundation, 21-Inner steel pipe, 211-Steel cylinder, 212-Steel rib plate, 22-Buffer layer concrete, 23-Protective layer concrete, 41-Outer perimeter of radial pontoon, 42-Vertical rib plate, 51-Outer perimeter of side pontoon, 52-Horizontal rib plate, 53-Vertical support column. Detailed Implementation

[0052] The following is in conjunction with the appendix Figures 1-8 The present invention will be further described in detail below with reference to specific embodiments, and the advantages and features of the present invention will become clearer from the following description.

[0053] It should be noted that the accompanying drawings are in a very simplified form and use non-precise proportions, and are only used to facilitate and clearly illustrate the purpose of the embodiments of the present invention. Please refer to the accompanying drawings to make the objectives, features, and advantages of the present invention more apparent and understandable. It should be understood that the structures, proportions, sizes, etc., depicted in the accompanying drawings are only used to complement the content disclosed in the specification, for those skilled in the art to understand and read, and are not intended to limit the implementation conditions of the present invention. Therefore, they have no substantial technical significance. Any modifications to the structure, changes in proportions, or adjustments to the size, without affecting the effects and objectives achieved by the present invention, should still fall within the scope of the technical content disclosed in the present invention.

[0054] It should be noted that the terms "upper," "lower," "top," "bottom," "end," "inner," "outer," "vertical," and "horizontal" in this embodiment are used to illustrate the orientation or positional relationship shown in the accompanying drawings and specific embodiments. They are only used as a reference for the illustration and description of this invention and are not intended to specify a particular orientation or position that the structure or component must possess, nor are they limiting conditions of this invention.

[0055] It should be noted that the terms "connection" and "welding" should be interpreted broadly. For example, when a component is said to be "connected to" another component, it can be directly connected to the other component or indirectly connected to it.

[0056] Based on the structural advantages of the tension leg platform and the material advantages of ultra-high performance concrete, this invention proposes a novel tension leg-type marine rocket launch platform. By optimizing the platform's structural system and combining it with high-performance engineering materials, the platform's motion response is effectively controlled, improving its durability and engineering economy, and providing stable and reliable engineering equipment support for high-frequency marine launch vehicles.

[0057] like Figures 1-8 As shown, a preferred embodiment of the present invention provides a tension leg type marine rocket launch platform, including a central launch tube, radial floats 4, side floats 5, tension leg tendons 6, and pile foundations 7. The central launch tube comprises, from top to bottom, a protective cover 1, a tube body 2, and a support platform 3. The protective cover 1 is located at the top of the tube body 2, and the support platform 3 is located at the bottom inside the tube body 2, used to support the rocket to be launched. The bottom surface of the support platform 3 is at the same horizontal plane as the bottom surface of the tube body 2. The interior of the tube body 2 is used to accommodate the rocket to be launched. The cross-section of the tube body 2 is a three-layer nested structure (i.e., the tube wall of the tube body 2 is a three-layer nested structure), consisting of an inner steel pipe 21, a buffer concrete layer 22, and a protective concrete layer 23 from the inside out. There are multiple radial floats 4. One end of a single radial float 4 is connected to the central launch tube, and the other end is connected to the side float 5. The number of side floats 5 is equal to the number of radial floats 4. The top end of the tension leg tendon 6 is connected to the bottom of the side float 5, and the bottom end is connected to the top end of the pile foundation 7. The pile foundation 7 is vertically fixed to the seabed.

[0058] In a preferred embodiment, the buoyancy of the tension leg-type marine rocket launch platform is greater than its own weight, which is balanced by the tension of the tension leg tendons 6.

[0059] In a preferred embodiment, the tension leg marine rocket launch platform is suitable for sea areas with a water depth of less than 1000m.

[0060] In a preferred embodiment, the protective cover 1, the protective concrete layer 23 of the cylinder 2, the support platform 3, the radial pontoon 4, and the side pontoon 5 are all made of reinforced ultra-high performance concrete (UHVPC). The UHVPC is a composite material formed by placing a steel mesh within an UHVPC matrix, with the UHVPC matrix completely encapsulating the steel mesh. The UHVPC matrix has a cubic compressive strength of not less than 120 MPa, an axial tensile strength of not less than 5 MPa, an elastic modulus of 40–55 GPa, and a steel fiber volume fraction of 1.0%–3.0%. Using reinforced UHVPC to manufacture the above components improves their crack resistance, toughness, and durability.

[0061] In a preferred embodiment, the buffer layer concrete 22 of the cylinder body 2 is made of reinforced ultra-high performance concrete with rubber particles. This reinforced ultra-high performance concrete with rubber particles is a composite material formed by placing a steel mesh within a rubber-particle-containing ultra-high performance concrete matrix, with the rubber-particle-containing ultra-high performance concrete matrix completely encapsulating the steel mesh. The elastic modulus of the buffer layer concrete 22 is lower than that of the protective layer concrete 23, and the cubic compressive strength of the rubber-particle-containing ultra-high performance concrete matrix is ​​not less than 40 MPa. In the rubber-particle-containing reinforced ultra-high performance concrete, the volumetric content of steel fibers is 1.0%–3.0%, the volumetric content of rubber particles is 5%–20%, and the particle size of the rubber particles is not less than 1 mm. The buffer layer concrete 22 reduces stress peaks through material deformation, possessing better energy dissipation and vibration reduction capabilities, and is used to absorb and reduce the impact and vibration effects transmitted from the inner steel pipe 21 and the protective layer concrete 23.

[0062] In a preferred embodiment, the inner steel pipe 21 is a steel structure, including a steel cylinder 211 and a plurality of steel ribs 212 radially welded to the outer surface of the steel cylinder 211. The steel ribs 212 are connected to the reinforcing mesh inside the buffer layer concrete 22 and the reinforcing mesh inside the protective layer concrete 23. The bottom of the steel cylinder 211 is connected to the reinforcing mesh inside the foundation 3. The steel ribs 212 are used to improve the bonding strength between the inner steel pipe 21 and the buffer layer concrete 22, thereby enhancing the structural strength and integrity of the tension leg type marine rocket launch platform.

[0063] In a preferred embodiment, the central launch tube, the radial pontoons, and the side pontoons are connected to form an integral structure by post-casting ultra-high performance concrete. Specifically, a post-casting connection area can be reserved during the prefabrication of the radial pontoons 4 and the side pontoons 5. This post-casting connection area is used for the subsequent connection between the radial pontoons 4 and the central launch tube and the side pontoons 5 by post-casting ultra-high performance concrete.

[0064] In a preferred embodiment, the buffer layer concrete 22 is a tubular structure, and the protective layer concrete 23 is also a tubular structure. Correspondingly, the reinforcing mesh within the buffer layer concrete 22 and the protective layer concrete 23 is a tubular structure. The protective layer concrete 23 is used to resist external impacts and corrosion.

[0065] In a preferred embodiment, both the protective cover 1 and the support platform 3 are cylindrical structures, and the cylindrical body 2 is a tubular structure.

[0066] In a preferred embodiment, the protective cover 1 is movably connected to the top of the tube body 2 and configured to be driven open to facilitate the launch of the rocket placed inside the tube body 2. For example, the protective cover 1 is mounted to the top of the tube body 2 via a hinge structure, the hinge structure including hinge seats respectively disposed on the protective cover 1 and the tube body 2 and a hinge shaft connecting the two, so that the protective cover 1 can rotate about the hinge shaft; the protective cover 1 is connected to a drive mechanism, the drive mechanism preferably being a hydraulic cylinder, an electric push rod, or a motor coupled with a linkage / gear transmission mechanism, for driving the protective cover 1 to flip outward about the hinge shaft and open before rocket launch, thereby opening the launch channel at the top of the central launch tube.

[0067] In a preferred embodiment, the outer periphery 41 of the radial pontoon is made of the aforementioned reinforced ultra-high performance concrete. The radial pontoon 4 can be connected to the cylinder body 2 and the side pontoons 5 by post-cast ultra-high performance concrete. The interior of the radial pontoon is provided with several vertical ribs 42. The horizontal width of the radial pontoon is 0.6-0.8 times the outer diameter of the protective layer concrete. If the horizontal width of the radial pontoon is too small, its bending resistance will be poor; if the width is too large, the side pontoons will intersect, and their internal cavities will connect. When one side pontoon leaks near the central launch tube, water will flood into the remaining side pontoons, reducing structural reliability. Therefore, in this preferred embodiment, setting the horizontal width of the radial pontoon to 0.6-0.8 times the outer diameter of the protective layer concrete ensures structural strength and enhances structural reliability.

[0068] In a preferred embodiment, there are 3 radial pontoons 4, and the included angle between the horizontal central axes of adjacent radial pontoons 4 is 120°; the number of vertical ribs 42 in a single radial pontoon 4 is at least 2.

[0069] In a preferred embodiment, the outer perimeter 51 of the side pontoon 5 is made of reinforced ultra-high performance concrete. The outer perimeter 51 of the side pontoon 5 is a regular polygon or cylinder, and has several horizontal ribs 52 and several vertical support columns 53 inside. The number of horizontal ribs 52 in a single side pontoon 5 is at least 3, and the number of vertical support columns 53 is at least 2. The number of tension leg tendons 6 is the same as the number of vertical support columns 53. Each tension leg tendon 6 is connected to a single vertical support column 53 above it, and their vertical central axes coincide. This ensures that the tension force on the vertical support column 53 is along the axis, avoiding uneven stress on both sides of the vertical support column 53 due to eccentric tension, which could lead to cracking on the tensioned side.

[0070] The tension leg tendon is a steel wire rope with a sheath, which is formed by twisting several high-strength steel wires and has a tensile strength of 1570MPa or more; the number of pile foundations 7 is the same as the number of tension leg tendons 6.

[0071] A preferred embodiment of the present invention also provides an installation method for the tension leg type sea-based rocket launch platform described in the above preferred embodiment, comprising the following steps:

[0072] (1) Float construction: The radial buoy 4 and the side buoy 5 are prefabricated in the dock.

[0073] Specifically, in a preferred embodiment, during the prefabrication of the radial pontoons 4 and the side pontoons 5, the following processes are completed: steel bar binding (forming a steel mesh), formwork installation (installing several vertical ribs inside the radial pontoons 4, several horizontal ribs inside the side pontoons 5, and several vertical support columns), and concrete pouring (forming the periphery of the radial pontoons 4 and the periphery of the side pontoons 5). The concrete pouring process adopts a segmented pouring method, and a post-pouring connection area is reserved during the prefabrication of the radial pontoons 4 and the side pontoons 5. The post-pouring connection area is used for the subsequent connection pouring between the radial pontoons 4 and the central launch tube and the side pontoons 5.

[0074] (2) Construction of the central launch tube: The protective cover 1, the tube body 2 and the support platform 3 are prefabricated in the dock and connected to form the central launch tube.

[0075] Specifically, in a preferred embodiment, the inner steel pipe 21 is obtained by welding a steel cylinder 211 and a steel rib plate 212. The steel rib plate 212 is then welded to the reinforcing mesh of the buffer layer concrete 22 and the protective layer concrete 23. The bottom of the steel cylinder 211 is welded to the reinforcing mesh inside the foundation 3. The buffer layer concrete 22 is poured in sections on the outside of the inner steel pipe 21 and cured to the design strength. Subsequently, the protective layer concrete 23 is poured in sections on the outside of the buffer layer concrete 22, and steel components for connecting the radial pontoons 4 are pre-embedded at corresponding positions in the protective layer concrete 23. Ultra-high performance concrete is poured inside and at the bottom of the inner steel pipe 21 to form the support platform 3, which is located on the same horizontal plane as the bottom surface of the cylinder 2. Ultra-high performance concrete is poured to form the protective cover 1, and the protective cover 1 is installed on the top of the cylinder 2 through a hinge structure. The hinge structure includes hinge seats respectively provided on the protective cover 1 and the cylinder 2, and a hinge shaft connecting the two, so that the protective cover 1 can rotate around the hinge shaft. The protective cover 1 is connected to a drive mechanism, which is preferably a hydraulic cylinder, an electric push rod, or a motor with a linkage / gear transmission mechanism, used to drive the protective cover 1 to flip outward around the hinge shaft before the rocket launch, so as to open the launch channel at the top of the central launch tube.

[0076] (3) Platform assembly: First, the central launch tube is positioned and temporarily fixed; then the radial floats 4 and the side floats 5 are hoisted in sequence so that the central launch tube, the radial floats 4 and the side floats 5 form a whole in a spatial arrangement that meets the design requirements.

[0077] Specifically, in a preferred embodiment, after the central launch tube, the radial pontoons 4, and the side pontoons 5 reach their design strength, the central launch tube, the radial pontoons 4, and the side pontoons 5 are transported to the final assembly site; firstly, the central launch tube is positioned and temporarily fixed; then, the radial pontoons 4 and the side pontoons 5 are hoisted in sequence, so that the central launch tube, the radial pontoons 4, and the side pontoons 5 form a spatial arrangement that meets the design requirements; the central launch tube, the radial pontoons 4, and the side pontoons 5 are connected by steel components (such as connecting steel bars and anchoring steel plates) at the connection points, and ultra-high performance concrete is poured at the connection points to make the central launch tube, the radial pontoons 4, and the side pontoons 5 form a whole.

[0078] (4) Tension leg tendon installation: Complete the construction of the pile foundation 7 in the target sea area and connect the bottom end of the tension leg tendon 6 to the top end of the pile foundation 7.

[0079] Specifically, in a preferred embodiment, the construction of the pile foundation 7 is completed in the target sea area, and the position and elevation of the pile foundation 7 are re-measured; the tension leg tendon 6 is manufactured in sections and transported to the offshore installation location, and then connected section by section by hoisting to form the complete tension leg tendon 6; the bottom end of the tension leg tendon 6 is connected to the top end of the pile foundation 7; during the installation of the tension leg tendon 6, temporary buoys are set on the water surface to provide additional buoyancy for the tension leg tendon 6, so that the tension leg tendon 6 remains vertical;

[0080] (5) Platform towing: Launch the platform obtained in step (3) as a whole. After confirming that the platform meets the preset draft and stability requirements, tow it to the target sea area.

[0081] Specifically, in the preferred embodiment, after the post-cast ultra-high performance concrete reaches the design strength, the completed platform is launched into the water as a whole and towed to the target sea area by tugboat towing; before towing, it is confirmed whether the platform meets the preset draft and stability. If it does not meet the requirements, a certain amount of ballast can be added to the radial buoy and the side buoy according to the design requirements to make it meet the preset draft and stability. If it meets the requirements, no ballast needs to be added. (6) Tension leg tendon tensioning: Ballast is applied to the platform obtained in step (3) to increase its draft to the preset value, and the top of the tension leg tendon in step (4) is connected to the bottom of the side buoy; then the ballast is removed so that the tension leg tendon reaches the designed pre-tension state.

[0082] Specifically, in the preferred embodiment, the platform obtained in step (3) is ballasted to increase its draft to a preset value. Then, the top of the tension leg tendon 6 is connected to the bottom of the side buoy 5, so that a single tension leg tendon 6 is connected to a single vertical support column 53 above it and the vertical center axis of the two coincides. Then the ballast is removed so that the tension leg tendon 6 reaches the designed pre-tension state, and the temporary buoy is removed.

[0083] (7) System verification and debugging: The tension of the tension leg tendon 6 is measured and verified, and the attitude, draft and structural response of the tension leg type sea rocket launch platform are tested; after confirming that all indicators meet the design requirements, the installation is completed.

[0084] In a preferred embodiment, a simulation test was conducted on the upper floating body of the platform (i.e., the part after removing the tension leg tendon 6 and the pile foundation 7) using WAMIT software, and the simulation results were visualized and analyzed using BEMRosetta software, as follows:

[0085] In this platform, the central launching tube is 36.5m high, of which the tube body 2 is 35m high, the protective cover 1 is 1.5m high, and the support platform 3 at the bottom inside the tube body 2 is 3m high. The radius of the support platform 3 is 1.98m. The radius of the inner steel pipe 21 of the tube body 2 is 2m, the radius of the buffer concrete layer 22 is 2.5m, and the radius of the protective concrete layer 23 is 3.5m. Three rows of steel ribs are provided on the outer surface of the inner steel pipe 21 of the tube body 2 along the axial direction of the tube body 2. The included angle between the three rows of steel ribs is 120°. Each row of steel ribs consists of three steel ribs arranged at equal intervals in the same vertical plane. Each steel rib 212 is 6m high, 1.4m wide, and 20mm thick. The side buoy 5 is cylindrical, with a height of 20m, an inner diameter of 4.7m, and an outer diameter of 5m. This means the outer perimeter 51 of the side buoy 5 is 0.3m thick. A single side buoy 5, from top to bottom, includes an upper top plate (0.3m thick), three horizontal ribs 52 (each horizontal rib 0.3m thick), and a lower bottom plate (0.45m thick). The distance between the top surface of the lower bottom plate and the bottom surface of the lowest horizontal rib is 4.4m (distance excluding thickness). The two spaces between the three horizontal ribs 52... The distance (excluding thickness) is 4.7m. The distance (excluding thickness) between the top surface of the uppermost horizontal rib and the bottom surface of the upper top plate is 4.55m. There are two vertical support columns 53, which extend downward from the bottom surface of the upper top plate, penetrate through the three horizontal ribs 52, and connect to the top surface of the lower bottom plate. One of the vertical support columns 53 is on the central axis of the side float 5, and the other vertical support column 53 is offset by 3m (that is, the center distance between the two vertical support columns 53 is 3m). The radius of each vertical support column 53 is 0.4m. There are 3 radial pontoons 4, and the included angle between the horizontal centerlines of adjacent radial pontoons 4 is 120°. Each radial pontoon 4 is 10m high, 12.5m long, and 5.6m wide. The outer perimeter 41 of the radial pontoon is 0.6m thick. There are 2 vertical ribs 42 inside a single radial pontoon 4, arranged along the length of the radial pontoon 4. The distance between the two vertical ribs 42 (excluding the thickness) is 3.7m. The thickness of each vertical rib 42 is 0.3m. The diameter of the arc surface connecting a single radial pontoon 4 to the pontoon body 2 is 5m, and the diameter of the arc surface connecting a single radial pontoon 4 to the side pontoon 5 is 3.5m.

[0086] like Figure 9 The diagram shows the waterline area and draft of the platform during the simulation experiment. The parameters are shown in Table 1 below:

[0087] Table 1

[0088]

[0089] Note: Unless otherwise specified, all parameters in Table 1 include the rocket; the moment of inertia is the moment of inertia about the center of gravity; the heights of the center of gravity and center of buoyancy are relative to the bottom of the platform.

[0090] As can be seen from Table 1, the platform's buoyancy is greater than its gravity, and the tension of the tension legs accounts for 20.90% of the total buoyancy, which is between 20% and 30%. Furthermore, the initial stability height during towing is 6.07m, which is greater than 1m and is relatively reasonable.

[0091] The results of the first-order hydrodynamic analysis are as follows Figure 10 and 11 As shown, Figure 10 The RAO calculation results for the platform motion with a wave period of 2.00-30.00s and a downward wave angle of 0-180° are from... Figure 10 It can be seen that the sway RAO, roll RAO, and heave RAO all do not exceed 1.2 m / m, the roll RAO ​​does not exceed 0.3 deg / m, the pitch RAO does not exceed 0.3 deg / m, and the yaw RAO does not exceed 0.2 deg / m. This indicates that the platform has excellent wave resistance performance, small response to different wave cycles and downward wave motion, and good stability. Figure 11 The wave force RAO calculation results for a platform with a wave period of 2.00-30.00s and a wave angle of 0-180° downwards are shown. It can be seen that when encountering extreme sea conditions (assuming a wave height of 6m), the maximum heave wave force is 3*1300=3900kN, and the tension leg tendon pretension is 18587.17 kN, accounting for 20.98%. When the wave height is 10m, the maximum heave wave force is 5*1300=6500kN, and the ratio of the maximum heave wave force to the tension leg tendon pretension is 34.97%. This ensures that the tension leg tendon is always under tension, continuously providing constraint on the platform's movement and guaranteeing the platform's operational reliability.

[0092] In summary, the tension leg-type marine rocket launch platform in the preferred embodiment of this invention forms a well-structured marine launch platform system with a clear force path through the synergistic effect of the central launch tube, radial floats, side floats, tension leg tendons, and pile foundation. The tension leg-type marine rocket launch platform, employing tension leg restraint, effectively improves the overall vertical stiffness, reduces the platform's motion response under marine environmental loads and rocket launch loads, and enhances the stability and safety during marine rocket launches. Simultaneously, the central launch tube, using a composite structure composed of an inner steel pipe, a buffer concrete layer, and a protective concrete layer, combines load-bearing, buffering, and protective functions, effectively improving the safety and durability of the central launch tube structure. The tension leg-type marine rocket launch platform uses ultra-high performance concrete as the main structural material, possessing advantages such as high strength, corrosion resistance, and good durability, meeting the requirements for long-term service in marine environments while maintaining good engineering economy and feasibility.

[0093] The above description, in conjunction with specific preferred embodiments, provides a further detailed explanation of the present invention and should not be construed as limiting the specific implementation of the invention to these descriptions. Any equivalent structural or procedural modifications made based on the description and drawings of this invention, or any direct or indirect applications in other related technical fields, are similarly included within the scope of patent protection of this invention.

Claims

1. A tension leg offshore rocket launch platform, characterized by: The tension leg offshore rocket launching platform comprises a central launching cylinder, radial pontoons, edge pontoons, tension leg tendons and pile foundations. The central launching cylinder comprises a protective cover, a cylinder body and a pile cap from top to bottom, the protective cover is located at the top of the cylinder body, the pile cap is located at the bottom inside the cylinder body, the bottom surface of the pile cap is at the same horizontal plane as the bottom surface of the cylinder body, the cross section of the cylinder body is a three-layer nested structure, from inside to outside, the three layers are an inner steel pipe, a buffer layer concrete and a protective layer concrete. The radial pontoons are multiple, one end of each radial pontoon is connected to the cylinder body, and the other end is connected to the edge pontoon, the number of the edge pontoons is equal to the number of the radial pontoons. The top end of the tension leg tendon is connected to the bottom of the edge pontoon, and the bottom end is connected to the top end of the pile foundation, the pile foundation is vertically fixed to the seabed.

2. The tension leg offshore rocket launch platform of claim 1, wherein: The tension leg offshore rocket launching platform has a buoyancy greater than the self weight, and the tension of the tension leg tendon is used for balancing.

3. The tension leg offshore rocket launch platform of claim 1 or 2, wherein: The protective cover, the protective layer concrete of the cylinder body, the pile cap, the radial pontoons and the edge pontoons are made of reinforced ultra-high performance concrete, the reinforced ultra-high performance concrete is a composite material formed by arranging a steel mesh in an ultra-high performance concrete matrix, and the ultra-high performance concrete matrix completely wraps the steel mesh, the cubic compressive strength of the ultra-high performance concrete matrix is not less than 120 MPa, the axial tensile strength is not less than 5 MPa, the elastic modulus is 40-55 GPa, and the volume content of steel fibers is 1.0%-3.0%.

4. The tension leg offshore rocket launch platform of claim 3, wherein: The buffer layer concrete of the cylinder body is made of reinforced ultra-high performance concrete mixed with rubber particles, the reinforced ultra-high performance concrete mixed with rubber particles is a composite material formed by arranging a steel mesh in an ultra-high performance concrete matrix mixed with rubber particles, and the ultra-high performance concrete matrix mixed with rubber particles completely wraps the steel mesh, the elastic modulus of the buffer layer concrete is lower than that of the protective layer concrete, the cubic compressive strength of the ultra-high performance concrete matrix mixed with rubber particles is not less than 40 MPa, in the reinforced ultra-high performance concrete mixed with rubber particles, the volume content of steel fibers is 1.0%-3.0%, the volume content of rubber particles is 5%-20%, and the particle size of the rubber particles is not less than 1 mm.

5. The tension leg offshore rocket launch platform of claim 4, wherein: The inner steel pipe of the cylinder body is a steel structure, comprising a steel cylinder and a plurality of steel rib plates welded on the outer surface of the steel cylinder in the radial direction, the steel rib plates are connected with the steel mesh inside the buffer layer concrete and the steel mesh inside the protective layer concrete, and the bottom of the steel cylinder is connected with the steel mesh inside the pile cap, the central launching cylinder, the radial pontoons and the edge pontoons are connected to form an integral structure by means of post-poured ultra-high performance concrete.

6. The tension leg offshore rocket launch platform of claim 1 or 2, wherein: The protective cover and the pile cap are both cylindrical structures, and the cylinder body is a tubular structure, the protective cover is movably connected to the top of the cylinder body, and the buffer layer concrete and the protective layer concrete are both tubular structures.

7. The tension leg offshore rocket launch platform of claim 3, wherein: The outer periphery of the radial buoy is made of the reinforced ultra-high performance concrete, and the interior of the radial buoy is provided with a plurality of vertical rib plates; the horizontal width of the radial buoy is 0.6-0.8 times the outer diameter of the protective layer concrete; the number of the radial buoys is 3, and the included angle between the horizontal central axes of adjacent radial buoys is 120°; the number of the vertical rib plates in a single radial buoy is at least 2.

8. The tension leg offshore rocket launch platform of claim 3, wherein: The outer periphery of the edge buoy is made of the reinforced ultra-high performance concrete, and the outer part of the edge buoy is a regular polygon or a cylinder, and the interior is provided with a plurality of horizontal rib plates and a plurality of vertical support columns; the number of the horizontal rib plates in a single edge buoy is at least 3, and the number of the vertical support columns is at least 2; the number of the tension leg tendons is the same as the number of the vertical support columns, and a single tension leg tendon is connected with a single vertical support column above it and the vertical central axes of the two coincide.

9. The tension leg offshore rocket launch platform of claim 1, wherein: The tension leg tendon is a steel wire rope provided with a sheath, and the tensile strength of the steel wire rope is above 1570 MPa; the number of the pile foundations is the same as the number of the tension leg tendons.

10. A method of installing a tension leg offshore rocket launch platform as claimed in any one of claims 1 to 9, characterised in that, The method comprises the following steps: (1) Buoy construction: the radial buoy and the edge buoy are prefabricated in a dock; (2) Central launching cylinder construction: the protective cover, the cylinder body and the bearing platform are prefabricated in a dock, and the three are connected to obtain a central launching cylinder; (3) Platform assembly: the central launching cylinder is first positioned and temporarily fixed; then the radial buoy and the edge buoy are hoisted in sequence, so that the central launching cylinder, the radial buoy and the edge buoy form an integral whole in a spatial arrangement form meeting the design requirements; (4) Tension leg tendon installation: the pile foundation construction in the target sea area is completed, and the bottom end of the tension leg tendon is connected with the top end of the pile foundation; (5) Platform towing: the platform integral whole obtained in step (3) is launched, and after confirming that the platform meets the preset draft and stability requirements, it is towed to the target sea area; (6) Tension leg tendon tensioning: the platform obtained in step (3) is ballasted to increase the draft to a preset value, and the top end of the tension leg tendon in step (4) is connected with the bottom of the edge buoy; then the ballast is removed, so that the tension leg tendon reaches a design pre-tension state; (7) System checking and debugging: the tension of the tension leg tendon is measured and checked, and the attitude, draft and structural response of the tension leg type offshore rocket launching platform are detected; after confirming that each index meets the design requirements, the installation is completed.

Images