Method for launching an ultra-large marine engineering foundation

Abstract

The application discloses a method for launching an ultra-large marine engineering foundation, comprising the following steps: S1, collecting environmental data, collecting geological, hydrological and meteorological environmental data of a construction site wharf front water area; S2, planning construction, calculating the minimum segmented height of the foundation, analyzing the bottom-lying anti-sliding and anti-overturning capacity of the lower foundation, and determining the final foundation segmented height; S3, launching and bottom-lying of the lower foundation, transporting the lower foundation to a designated water area and bottom-lying on the seabed by adopting SPMT and semi-submersible barge cooperative operation; S4, hoisting and closing of the upper foundation, hoisting the upper foundation to the upper side of the lower foundation by a crane ship, and completing butt joint and welding operation; and S5, foundation delivery, towing the complete floating body foundation to a designated water area or a final installation site by a tug. The application solves the problem that the existing wharf launching method has limitations in construction process and equipment selection, and is difficult to meet the launching demand of the ultra-large marine engineering foundation.

Description

Technical Field

[0001] This invention belongs to the field of marine engineering technology, specifically a method for launching ultra-large marine engineering foundations. Background Technology

[0002] With the accelerated development of deep-sea resource utilization, floating foundations are gradually becoming an important support form for marine engineering equipment. Compared with fixed foundations, floating foundations have advantages such as a wide range of adaptability to water depths, fewer restrictions from seabed conditions, and strong scalability. In the future, they will develop towards larger scale, modularization, and mass production, and have broad application prospects in offshore wind power, offshore energy platforms, and integrated marine development.

[0003] As the size, weight, and draft of floating foundations continue to increase, the difficulty of launching them also rises significantly. Existing methods all reveal their limitations when handling the launching of ultra-large floating foundations. Current methods for launching floating foundations include dock launching and wharf launching. Dock launching refers to the floating foundation being constructed in a dock, which is then flooded to make the foundation float. Wharf launching refers to the foundation being constructed on a slipway, transported to a wharf, and then lowered into the water using various methods. Dock launching requires a large, appropriately sized dock, which is rare and expensive. Wharf launching primarily uses SPMT (Self-Propelled Modular Transporter) + semi-submersible barges, lateral sliding launching, and overall lifting by floating cranes. However, with the increasing size of floating foundations, they are becoming increasingly limited by site conditions, wharf water depth, lifting capacity, and transportation equipment.

[0004] Therefore, a method for launching ultra-large marine engineering foundations is provided. Summary of the Invention

[0005] To address the aforementioned problems in the existing technology, this invention provides a method for launching ultra-large marine engineering foundations. This method solves the problems of existing technologies, such as the difficulty in obtaining large dry docks, high costs, and limitations in construction processes and equipment selection in existing dock launching methods, which make it difficult to meet the launching requirements of ultra-large marine engineering foundations.

[0006] The technical solution to achieve the above objectives is: A method for launching ultra-large marine engineering foundations, comprising: Step S1, Environmental Data Collection: Collect geological, hydrological, and meteorological environmental data of the waters in front of the wharf at the construction site; Step S2, Construction Planning: Calculate the minimum segment height of the foundation, analyze the anti-slip and anti-overturning capabilities of the lower foundation segment, and determine the final segment height of the foundation; Step S3, lower foundation launching and seabed placement: Using SPMT and semi-submersible barges in a coordinated operation, the lower foundation is transported to the designated waters and placed on the seabed; Step S4, Upper foundation hoisting and assembly: The upper foundation is hoisted to directly above the lower foundation by a crane vessel to complete the docking and welding operations; Step S5, Foundation Transport: Use tugboats to tow the complete floating foundation to the designated waters or final installation location.

[0007] Preferably, step S2 includes: Calculate the minimum segment height, which is the minimum height of the lower foundation segment from the water surface: ; In the formula, This refers to the water surface elevation at extremely high water levels. The maximum wave height at extremely high water levels. For safe air gap height; Verify anti-slip capacity: Calculate total anti-slip force Total slip force And based on the total anti-slip force Total slip force Calculate the anti-skid safety factor; Verify overturning resistance: Calculate the total overturning moment. Total overturning moment And based on the total overturning moment Total overturning moment Calculate the overturning safety factor; Determine the segment height: When the lower foundation segment simultaneously meets the requirements of anti-slip and anti-overturning safety factors, determine the final foundation segment height.

[0008] Preferably, the total anti-slip force The calculation formula is: ; ; ; ; In the formula, For friction, For passive earth pressure, The coefficient of friction, The normal reaction force at the bottom of the platform is the total vertical load of the foundation. The unit weight of the foundation soil. The foundation depth is the vertical distance from the bottom of the foundation to the mud surface. This is the passive earth pressure coefficient. For the cohesion of soil, Let be the internal friction angle of the soil.

[0009] Preferably, the total slip force The calculation formula is: ; ; ; ; In the formula, For water flow load, For wave loads, For wind load, The drag coefficient, The density of water, For flow rate, Based on the water-facing surface area, This is the wind load shape coefficient. This is the wind pressure height variation coefficient. Basic wind pressure, The location is an open area nearby, 10m above the ground, with a return period of 50 years and a 10-minute average maximum wind speed.

[0010] Preferably, based on total anti-slip force Total slip force The anti-skid safety factor is calculated using the following formula: ; In the formula, For the actual anti-skid safety factor, The allowable anti-slip safety factor is the minimum safety requirement value determined based on the engineering safety level, load combination type, and structural importance.

[0011] Preferably, the total overturning moment The calculation formula is: ; ; In the formula, For horizontal loads, The height at which the horizontal load is applied. The moment generated by the eccentric vertical load. For eccentric vertical loads, This is the load eccentricity.

[0012] Preferably, the total anti-overturning moment The calculation formula is: ; In the formula, Based on the total weight, The horizontal distance from the base center of gravity to the overturning fulcrum For additional stabilizing loads, The horizontal distance from the center of gravity of the additional stabilizing load to the overturning support.

[0013] Preferably, based on the total overturning moment Total overturning moment The overturning safety factor is calculated using the following formula: ; In the formula, The actual overturning safety factor, The allowable overturning safety factor is the minimum safety requirement value determined based on the engineering safety level, load combination type, and structural importance.

[0014] Preferably, step S3 includes: SPMT will be used to transport the lower section of the foundation to the designated location on the dock. The semi-submersible barge, which was already in place, was flooded through its ballast tanks, causing its deck to submerge to the predetermined depth. SPMT transported the lower foundation section to the deck of the semi-submersible barge and secured it. The semi-submersible barge transported the lower section of the foundation from the dock to the designated waters; Upon reaching the designated location, the semi-submersible barge submerges again, allowing the lower foundation section to detach from the barge deck and settle smoothly on the seabed.

[0015] Compared with the prior art, the beneficial effects of the present invention are: This invention adopts a dock launching method, which avoids the high costs and resource waste caused by the need for large docks for manufacturing traditional dock launching, and can significantly improve the economic efficiency of marine engineering projects. The design scheme of manufacturing the foundation in two sections and assembling it underwater overcomes the problem that large semi-submersible barges in the prior art cannot meet the load-bearing requirements of ultra-large foundations, and improves the feasibility and flexibility of construction. This invention has good adaptability and can be flexibly adjusted according to different water depths and wind directions, effectively improving the flexibility and efficiency of construction. Attached Figure Description

[0016] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used in conjunction with embodiments of the invention to explain the invention and do not constitute a limitation thereof. In the drawings: Figure 1 This is a flowchart of a method for launching a super-large marine engineering foundation according to the present invention; Figure 2 This is a flowchart of the basic segment height determination process in this invention; Figure 3This is a schematic diagram of the basic segmentation in this invention; Figure 4 This is a schematic diagram of a semi-submersible barge based on the SPMT transport lower section in this invention; Figure 5 This is a schematic diagram of the semi-submersible barge transporting the lower section of the foundation leaving the dock in this invention; Figure 6 This is a schematic diagram of the semi-submersible barge reaching the bottoming point and submerging in this invention; Figure 7 This is a schematic diagram of the lower section of the foundation base in this invention; Figure 8 This is a schematic diagram of the crane vessel hoisting the upper foundation section in this invention; Figure 9 This is a basic shipping diagram in this invention.

[0017] In the diagram: 1. Foundation; 11. Lower foundation; 12. Upper foundation; 2. Semi-submersible barge; 3. SPMT; 4. Seabed; 5. Crane vessel; 6. Tugboat. Detailed Implementation

[0018] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0019] like Figures 1-9 As shown, a method for launching a super-large marine engineering foundation includes: Step S1, Environmental Data Collection: Collect geological, hydrological, and meteorological environmental data of the waters in front of the wharf at the construction site.

[0020] Step S2, Construction Planning: Calculate the minimum segment height of foundation 1, analyze the anti-slip and anti-overturning capabilities of the lower foundation 11, and determine the final foundation segment height to ensure the safety and feasibility of subsequent water laying, jacking, and hoisting operations.

[0021] like Figure 2 As shown, step S2 includes: Calculate the minimum segment height, that is, the minimum height of the lower foundation segment 11 from the water surface: ; In the formula, This refers to the water surface elevation at extremely high water levels. The maximum wave height at extremely high water levels. For safe air gap height; Verify anti-slip capacity: Calculate total anti-slip force Total slip force And based on the total anti-slip force Total slip force Calculate the anti-skid safety factor; Total anti-slip force The calculation formula is: ; ; ; ; In the formula, For friction, For passive earth pressure, The coefficient of friction, The normal reaction force at the bottom of the platform is the total vertical load of the foundation. The unit weight of the foundation soil. The foundation depth is the vertical distance from the bottom of the foundation to the mud surface. This is the passive earth pressure coefficient. For the cohesion of soil, The internal friction angle of the soil; Total slip force The calculation formula is: ; ; ; ; In the formula, For water flow load, For wave loads, For wind load, The drag coefficient, The density of water, For flow rate, Based on the water-facing surface area, This is the wind load shape coefficient. This is the wind pressure height variation coefficient. Basic wind pressure, The location is an open area nearby, 10m above the ground, with a return period of 50 years and a 10-minute average maximum wind speed. Based on total anti-slip force Total slip force The anti-skid safety factor is calculated using the following formula: ; In the formula, For the actual anti-skid safety factor, The allowable anti-slip safety factor is the minimum safety requirement value determined based on the engineering safety level, load combination type, and structural importance.

[0022] Verify overturning resistance: Calculate the total overturning moment. Total overturning moment And based on the total overturning moment Total overturning moment Calculate the overturning safety factor; Total overturning moment The calculation formula is: ; ; In the formula, For horizontal loads, The height at which the horizontal load is applied. The moment generated by the eccentric vertical load. For eccentric vertical loads, This is the load eccentricity; Total overturning moment The calculation formula is: ; In the formula, Based on the total weight, The horizontal distance from the base center of gravity to the overturning fulcrum For additional stabilizing loads, The horizontal distance from the center of gravity of the additional stabilizing load to the overturning support point; Based on total overturning moment Total overturning moment The overturning safety factor is calculated using the following formula: ; In the formula, The actual overturning safety factor, The allowable overturning safety factor is the minimum safety requirement value determined based on the engineering safety level, load combination type, and structural importance.

[0023] Determine the segment height: When the lower foundation 11 simultaneously meets the requirements of anti-slip and anti-overturning safety factors, determine the final foundation segment height.

[0024] Step S3, launching and settling of the lower foundation 11: Using SPMT 3 and semi-submersible barge 2 in a coordinated operation, the lower foundation 11 is transported to the designated waters and settling on the seabed 4.

[0025] In this embodiment, after the foundation 11 is constructed on shore, launching operations are carried out; the launching operation adopts a collaborative operation method of SPMT3 (Self-Propelled Modular Transport Vehicle) and semi-submersible barge 2: like Figures 4-7 As shown, firstly, the lower foundation 11 is transported to a predetermined position on the shore using SPMT 3; then, the semi-submersible barge 2, which is already in place, is flooded with ballast water to submerge its deck to a predetermined depth; after that, SPMT 3 transports the lower foundation 11 onto the deck of the semi-submersible barge 2 and secures it; subsequently, the semi-submersible barge 2 transports the lower foundation 11 away from the shore to the designated waters; after arriving at the designated position, the semi-submersible barge 2 submerges again, causing the lower foundation 11 to detach from the barge deck and sit steadily on the seabed 4.

[0026] Step S4, hoisting and assembling of the upper foundation 12: The upper foundation 12 is hoisted to the top of the lower foundation 11 by the crane vessel 5, and the docking and welding operations are completed.

[0027] like Figure 8 As shown, after the upper foundation 12 is constructed, the crane vessel 5 is used as the hoisting equipment; the upper foundation 12 is lifted and moved to the top of the lower foundation 11 that has been placed on the bottom; the upper foundation 12 is slowly lowered so that it is accurately connected with the corresponding interface of the lower foundation 11; after the connection is completed, welding is carried out to complete the construction of the foundation 1 structure.

[0028] Step S5, Basic 1 shipment: such as Figure 9 As shown, tugboats and other auxiliary vessels are used to tow the complete floating foundation 1 from the waters in front of the dock and transfer it to a deeper and more open designated water area or directly to the final installation location.

[0029] Finally, it should be noted that the above are merely preferred embodiments of the present invention and are not intended to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for launching ultra-large marine engineering foundations, characterized in that, include: Step S1, Environmental Data Collection: Collect geological, hydrological, and meteorological environmental data of the waters in front of the wharf at the construction site; Step S2, Construction Planning: Calculate the minimum segment height of the foundation, analyze the anti-slip and anti-overturning capabilities of the lower foundation segment, and determine the final segment height of the foundation; Step S3, lower foundation launching and seabed placement: Using SPMT and semi-submersible barges in a coordinated operation, the lower foundation is transported to the designated waters and placed on the seabed; Step S4, Upper foundation hoisting and assembly: The upper foundation is hoisted to directly above the lower foundation by a crane vessel to complete the docking and welding operations; Step S5, Foundation Transport: Use tugboats to tow the complete floating foundation to the designated waters or final installation location.

2. The method for launching a super-large marine engineering foundation according to claim 1, characterized in that, Step S2 includes: Calculate the minimum segment height, which is the minimum height of the lower foundation segment from the water surface: ； In the formula, This refers to the water surface elevation at extremely high water levels. The maximum wave height at extremely high water levels. For safe air gap height; Verify anti-slip capacity: Calculate total anti-slip force Total slip force And based on the total anti-slip force Total slip force Calculate the anti-skid safety factor; Verify overturning resistance: Calculate the total overturning moment. Total overturning moment And based on the total overturning moment Total overturning moment Calculate the overturning safety factor; Determine the segment height: When the lower foundation segment simultaneously meets the requirements of anti-slip and anti-overturning safety factors, determine the final foundation segment height.

3. The method for launching a super-large marine engineering foundation according to claim 2, characterized in that, Total anti-slip force The calculation formula is: ； ； ； ； In the formula, For friction, For passive earth pressure, The coefficient of friction, The normal reaction force at the bottom of the platform is the total vertical load of the foundation. The unit weight of the foundation soil. The foundation depth is the vertical distance from the bottom of the foundation to the mud surface. This is the passive earth pressure coefficient. For the cohesion of soil, The internal friction angle of the soil.

4. The method for launching a super-large marine engineering foundation according to claim 3, characterized in that, Total slip force The calculation formula is: ； ； ； ； In the formula, For water flow load, For wave loads, For wind load, The drag coefficient, The density of water, For flow rate, Based on the water-facing surface area, This is the wind load shape coefficient. This is the wind pressure height variation coefficient. Basic wind pressure, The location is an open area nearby, 10m above the ground, with a return period of 50 years and a 10-minute average maximum wind speed.

5. The method for launching a super-large marine engineering foundation according to claim 4, characterized in that, Based on total anti-slip force Total slip force The anti-skid safety factor is calculated using the following formula: ； In the formula, For the actual anti-skid safety factor, The allowable anti-slip safety factor is the minimum safety requirement value determined based on the engineering safety level, load combination type, and structural importance.

6. The method for launching a super-large marine engineering foundation according to claim 2, characterized in that, Total overturning moment The calculation formula is: ； ； In the formula, For horizontal loads, The height at which the horizontal load is applied. The moment generated by the eccentric vertical load. For eccentric vertical loads, This is the load eccentricity.

7. The method for launching a super-large marine engineering foundation according to claim 6, characterized in that, Total overturning moment The calculation formula is: ； In the formula, Based on the total weight, The horizontal distance from the base center of gravity to the overturning fulcrum For additional stabilizing loads, The horizontal distance from the center of gravity of the additional stabilizing load to the overturning support.

8. The method for launching a super-large marine engineering foundation according to claim 7, characterized in that, Based on total overturning moment Total overturning moment The overturning safety factor is calculated using the following formula: ； In the formula, The actual overturning safety factor, The allowable overturning safety factor is the minimum safety requirement value determined based on the engineering safety level, load combination type, and structural importance.

9. The method for launching a super-large marine engineering foundation according to claim 1, characterized in that, Step S3 includes: SPMT will be used to transport the lower section of the foundation to the designated location on the dock. The semi-submersible barge, which was already in place, was flooded through its ballast tanks, causing its deck to submerge to the predetermined depth. SPMT transported the lower foundation section to the deck of the semi-submersible barge and secured it. The semi-submersible barge transported the lower section of the foundation from the dock to the designated waters; Upon reaching the designated location, the semi-submersible barge submerges again, allowing the lower foundation section to detach from the barge deck and settle smoothly on the seabed.

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