Settlement control method for ocean engineering floating support module non-bearing-platform construction

Abstract

The invention discloses a settlement control method for ocean engineering uplift module non-bearing platform construction, and relates to the field of ocean engineering. The ocean engineering buoyancy module non-bearing platform construction settlement control method comprises the following steps that S1, project construction preparation is conducted; s2, the reserved height from the top of a DSU to the bottom of a floating point is determined; S3, the size of a plain concrete platform is determined; s4, determining an artificial leg connecting frame; s5, determining a temporary support; and S6, the slide way blocks are connected. According to the settlement control method for non-bearing-platform construction of the ocean engineering floating support module, through fine construction preparation and settlement control measures, the stability and safety of the floating support module in the construction process are ensured, the construction efficiency is improved, through effective settlement control and correction measures, the construction risk is reduced, the engineering quality and the construction safety are ensured, and the construction cost is reduced. The technology is suitable for non-bearing platform construction of various ocean engineering floating blocks, and the universality and the flexibility are high.

Description

Technical Field

[0001] The invention relates to the technical field of marine engineering, in particular to a method for controlling the settlement of a floating assembly of a marine engineering project in a non-capping platform construction. Background Art

[0002] There are three construction methods for offshore installation: integral hoisting, block hoisting and floating installation. The floating method has been widely used in recent years and is mostly used for large offshore installation modules. Due to its large tonnage, it has a large demand for site bearing capacity and crane capacity. This type of module is mainly constructed at the pile foundation pedestal at the slideway location. The pile foundation pedestal uses a 1000 diameter PHC pipe pile, which is poured with concrete. It has high construction costs, a long period of time, and no mobility.

[0003] Compared with the traditional pile foundation pedestal construction method, the construction without pedestal is more flexible in site selection and has a low cost. In addition, temporary supports, frames, plain concrete platforms and other structures can be reused, saving a lot of cost and manpower. For Zhuhai's special geological conditions and construction without pedestal, the calculation data of the construction site by a third-party agency shows that the site load of the block construction location is relatively small, and due to the limitations of site, construction cost, cycle and other conditions, pedestal construction cannot be used. During the construction without pedestal, the lifting sequence will affect the settlement. According to the lifting sequence, it can be seen that piece 1, piece 5, piece 9A and the living building are on the same side of the block. In order to shorten the assembly cycle and reduce high-altitude operations, full consideration is given to the segmentation. The possibility of combined lifting, so in the following lifting process it can be seen that 5+9A and 8+10 are all lifted in pieces, and the weight of 5+9A after being lifted in pieces reaches the stage of major lifting. According to the settlement data detected in previous projects, after the combined lifting, there will be obvious settlement on this side of the module. The drilling rig module is generally prefabricated in Zhanjiang and then transported to Zhuhai for final assembly, which takes a long time, so the lifting of the living building is carried out before the drilling rig module. After the lifting of the living building is completed, there is obvious settlement on this side again. This settlement brings instability to the marine engineering construction site and affects safety. In view of the shortcomings of the prior art, the present invention provides a settlement control method for non-base construction of marine engineering floating modules to solve the above problems. Summary of the invention

[0004] In view of the shortcomings of the prior art, the present invention provides a method for controlling the settlement of non-platform construction of floating modules for marine engineering. Through meticulous construction preparation and settlement control measures, the stability and safety of the floating modules during the construction process can be ensured, thereby improving construction efficiency. Through effective settlement control and corrective measures, the construction risks caused by foundation settlement or tilt can be reduced, thereby ensuring project quality and construction safety. This technology is suitable for non-platform construction of various floating modules for marine engineering, and has strong versatility and flexibility.

[0005] To achieve the above purpose, the present invention is implemented by the following technical scheme: A method for controlling the settlement of a floating assembly of an offshore engineering project without a cap, comprising the following steps: Step S1, preparing for project construction, arranging cushion piers according to the general assembly layout drawing, laying cushion plates on slide blocks and leveling them, and measuring and recording;

[0006] Step S2, determine the reserved height from the top of the block separation unit DSU to the bottom of the floating point, calculate the length of the artificial leg to be rolled and the height of the temporary support, and the reserved height formula is as follows:

[0007] Reserved height = foundation settlement + deck deflection + clearance for sliding shoe DSF migration;

[0008] The reserved height is used to prevent the sliding shoe DSF from being unable to move into position, but a reserved height that is too large will affect the stroke of the weight transfer device and increase the extraction of the pad layers during the weight transfer process.

[0009] Step S3, determine the size of the plain concrete platform, the inner and outer columns of the block are all located in the non-slide area, calculate the force of each leg according to the support reaction force under the construction condition, and calculate the type of weight transfer device used under each column under the construction condition;

[0010] The position and size of the weight transfer device are checked regularly to ensure the levelness and elevation of the horizontal piece. A measurement is required every time a deck piece is hoisted, and a travel monitoring report is required, which is then fed back to the design.

[0011] Each support point of the inner and outer four legs is supported by the existing steel structure. A 50mm steel plate and a three-layer slider are laid under the weight transfer device. The size of a single slider is length*width*height=6*2*1.2m, and the three-layer slider is 3.6m high. The weight of the steel structure support is 550KN, and the weight of a single slider is 360KN. According to the principle of rigid angle load transfer, the force area of ​​the bottom surface of the slider is length*width.

[0012] Step S4, determine the false leg connection frame. The construction order is different from the force on the column legs, and the assembly process produces serious uneven settlement. In order to reduce the uneven settlement of the four legs on the same side, the four legs on the same side are connected into a frame by using seamless steel pipes, and the temporary support is disconnected and welded. Compared with the traditional method of using a jack to lift after settlement, this measure is low in cost and saves work time.

[0013] Step S5, determine the temporary support, calculate the stress condition of each part of the block using SAC according to the support reaction force under the construction condition, and determine the cross section of the temporary support;

[0014] The floating area (i.e. the position of the sliding shoe DSF) is subjected to the greatest force, and the temporary support section in this area is the largest. Due to the influence of the lifting of the 5+9A assembly and the living building, the temporary support section below the No. 1 plate is second, and the section of the temporary support at other locations is determined based on the calculation results. The location and size of the temporary support are regularly inspected to ensure the levelness and elevation of the horizontal plate. A measurement is required for each hoisted deck plate, and a trip monitoring report is provided, which is then fed back to the design.

[0015] Step S6, connect the slide blocks, fix the slide blocks below the weight transfer device horizontally and vertically, connect the slide blocks, and connect the three layers of slide blocks into a whole. The horizontality and verticality of the slide blocks may deviate due to weather, construction and other reasons during the assembly process. Connecting them into a whole can reduce the number of slide block leveling times, reduce construction workload, and increase foundation stability.

[0016] Preferably, in step S1, the project construction preparation includes leveling and cleaning the ground of the general assembly area, and performing a site bearing capacity test and reinforcement treatment on the ground of the general assembly area.

[0017] Preferably, the site reinforcement treatment includes laying stones and using large equipment for rolling, and ultimately the assembly site is required to meet the load-bearing conditions of the crane under full load and full rotation operations.

[0018] Preferably, in step S2, the top of the artificial leg is fixed to the assembly column by a rib plate, and the lower part of the artificial leg is seated on a weight transfer device, so that the force exerted on the assembly under construction conditions is transferred to the ground through the artificial leg.

[0019] Preferably, the artificial leg is fixed to the block column by a rib plate, and the diameter of the artificial leg is consistent with that of the main column.

[0020] Preferably, in step S3, the number of layers and arrangement of the slide blocks are calculated according to the arrangement of the weight transfer device and the principle of 45-degree force transmission. The slide blocks are 6000L*2000W*1200H (mm) in size and are arranged in a tic-tac-toe shape. The slide blocks on the slide are arranged in a tic-tac-toe shape in sequence. The plain concrete platform is mainly composed of cement and steel bar residues. According to the different weights of the blocks, the size of the plain concrete platform is calculated according to the arrangement of the weight transfer device, and pre-compression treatment is required before use. The size and height of the plain concrete platform can be adjusted due to different block weights. Compared with the pile foundation platform, the plain concrete platform has a short construction period and low cost.

[0021] Preferably, in step S5, when the block construction is carried out in a rainy area, the block construction period is long. In order to increase the bearing area of ​​the temporary support, reduce water accumulation and prevent deformation, a layer of cement blocks is added under the temporary support.

[0022] Preferably, in step S6, the slide blocks below the weight transfer device are fixed in horizontal and vertical directions using connecting plates such as flat steel and by welding, and the slide blocks are connected using cement mortar.

[0023] Preferably, during the final assembly process, detection equipment is used to regularly detect the degree of foundation settlement. If local foundation settlement or tilt occurs, or the structure tilts significantly, feedback should be given to the project team immediately, and the follow-up strategy should be determined after comprehensive evaluation. The structure is lifted by a jack and leveled with a thin plate. During the final assembly process, any out-of-tolerance requirements need to be corrected in a timely manner.

[0024] Preferably, the temporary support member is removed after use, cut off with a gas torch 5 mm above the parent material, and polished with a grinding wheel to make the parent material smooth and flat. The temporary support and the extension of the false leg must meet the following tolerances: the maximum allowable misalignment of the longitudinal seam is 3.2 mm, and the maximum allowable misalignment of the circumferential seam is 6 mm.

[0025] The present invention discloses a method for controlling the settlement of a floating assembly of an offshore engineering project without a cap, which has the following beneficial effects:

[0026] 1. The settlement control method for the non-plinth construction of the floating assembly of the marine engineering project can ensure the stability and safety of the floating assembly during the construction process through meticulous construction preparation and settlement control measures, thereby improving the construction efficiency. Through effective settlement control and correction measures, the construction risks caused by foundation settlement or tilt are reduced, and the project quality and construction safety are ensured. This technology is suitable for the non-plinth construction of various floating assemblies of marine engineering projects, and has strong versatility and flexibility.

[0027] 2. The settlement control method for the non-platform construction of the floating assembly of the marine engineering project. Effective settlement control can reduce the maintenance and repair costs caused by foundation problems in the later stage, improve the economy of the project, and provide new technical ideas and solutions for the construction of marine engineering through technical innovations such as the false leg connection frame, temporary support setting, and slide block connection. BRIEF DESCRIPTION OF THE DRAWINGS

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

[0029] Figure 1 It is a schematic diagram of the overall process of the present invention;

[0030] Figure 2 It is a front view of sheets No. 1 to No. 4 of the present invention;

[0031] Figure 3 It is a top view of sheets No. 1 to No. 4 of the present invention;

[0032] Figure 4 It is a top view of sheets No. 5 to No. 8 of the present invention;

[0033] Figure 5 It is a top view of sheet No. 9A, sheet No. 9B, and sheet No. 10 of the present invention;

[0034] Figure 6 It is a top view of sheets No. 11 to No. 14 of the present invention;

[0035] Figure 7 It is a schematic diagram of the arrangement and load transfer of the outer four-leg slide block and the plain concrete platform of the present invention;

[0036] Figure 8 It is a schematic diagram of the arrangement and load transfer of the four-leg slide block and the plain concrete platform in the present invention. DETAILED DESCRIPTION

[0037] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention are clearly and completely described. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0038] The embodiment of the present application provides a method for controlling the settlement of floating modules for marine engineering without a pedestal, thereby solving the problem that the hoisting sequence will affect the settlement in the traditional construction process without a pedestal. The living building is hoisted before the drilling rig module. After the living building is hoisted, obvious settlement occurs again on this side. This settlement brings instability to the marine engineering construction site and affects safety.

[0039] In order to better understand the above technical solution, the above technical solution will be described in detail below in conjunction with the accompanying drawings and specific implementation methods.

[0040] The embodiment of the present invention discloses a method for controlling the settlement of a floating assembly of an offshore engineering project without a cap. Figure 1-8 As shown, the following steps are included: Step S1, preparing for project construction, arranging the cushion piers according to the general assembly layout drawing, laying the cushion plates on the slide blocks and leveling them, and measuring and recording;

[0041] Step S2, determine the reserved height from the top of the block separation unit DSU to the bottom of the floating point, calculate the length of the artificial leg to be rolled and the height of the temporary support, and the reserved height formula is as follows:

[0042] Reserved height = foundation settlement + deck deflection + clearance for sliding shoe DSF migration;

[0043] The reserved height is used to prevent the sliding shoe DSF from being unable to move into position, but a reserved height that is too large will affect the stroke of the weight transfer device and increase the extraction of the pad layers during the weight transfer process.

[0044] Step S3, determine the size of the plain concrete platform, the inner and outer columns of the block are all located in the non-slide area, calculate the force of each leg according to the support reaction force under the construction condition, and calculate the type of weight transfer device used under each column under the construction condition;

[0045] The position and size of the weight transfer device are checked regularly to ensure the levelness and elevation of the horizontal piece. Measurements on one side are required for each hoisted deck piece, and a travel monitoring report is provided, which is then fed back to the design.

[0046] Each support point of the inner and outer four legs is supported by the existing steel structure. A 50mm steel plate and a three-layer slider are laid under the weight transfer device. The size of a single slider is length*width*height=6*2*1.2m, and the three-layer slider is 3.6m high. The weight of the steel structure support is 550KN, and the weight of a single slider is 360KN. According to the principle of rigid angle load transfer, the force area of ​​the bottom surface of the slider is length*width.

[0047] Step S4, determine the false leg connection frame. The construction order is different from the force on the column legs, and the assembly process produces serious uneven settlement. In order to reduce the uneven settlement of the four legs on the same side, the four legs on the same side are connected into a frame by using seamless steel pipes, and the temporary support is disconnected and welded. Compared with the traditional method of using a jack to lift after settlement, this measure is low in cost and saves work time.

[0048] Step S5, determine the temporary support, calculate the stress condition of each part of the block using SAC according to the support reaction force under the construction condition, and determine the cross section of the temporary support;

[0049] The floating area (i.e. the position of the sliding shoe DSF) is subjected to the greatest force, and the temporary support section in this area is the largest. Due to the influence of the lifting of the 5+9A assembly and the living building, the temporary support section below the No. 1 plate is second, and the section of the temporary support at other locations is determined based on the calculation results. The location and size of the temporary support are regularly inspected to ensure the levelness and elevation of the horizontal plate. Each deck plate hoisting requires a measurement, a trip monitoring report, and the report is fed back to the design.

[0050] 1. Adjust the weight center of gravity of the SAC model according to the weight center position in the detailed weight control report to keep it consistent;

[0051] 2. Establish the connection between the rod and the block model according to the proposed temporary support position and apply fixed constraints on the ground end;

[0052] 3. Set the temporary support section and specifications, and obtain the reaction force and structural strength results of the temporary support after model calculation;

[0053] 4. Modify the temporary support section and specifications according to the structural strength results until the structural strength meets the requirements.

[0054] Step S6, connect the slide blocks, fix the slide blocks below the weight transfer device horizontally and vertically, connect the slide blocks, and connect the three layers of slide blocks into a whole. The horizontality and verticality of the slide blocks may deviate due to weather, construction and other reasons during the assembly process. Connecting them into a whole can reduce the number of slide block leveling times, reduce construction workload, and increase foundation stability.

[0055] In step S1, the project construction preparation includes leveling and cleaning the ground of the general assembly area, and performing a site bearing capacity test and reinforcement treatment on the ground of the general assembly area.

[0056] Site reinforcement treatment includes laying stones and using large equipment for rolling. Ultimately, all parts of the assembly site are required to meet the load-bearing conditions of the crane under full load and full rotation operations.

[0057] In step S2, the top of the prosthetic leg is fixed to the block column with a rib plate, and the lower part of the prosthetic leg is seated on a weight transfer device, so that the force applied to the block is transferred to the ground through the prosthetic leg under construction conditions.

[0058] The false leg and the block column are fixed with rib plates, and the diameter of the false leg is consistent with that of the main column.

[0059] In step S3, the number of layers and arrangement of the slide blocks are calculated based on the layout of the weight transfer device and the principle of 45-degree force transmission. The slide block size is 6000L*2000W*1200H (mm), arranged in a tic-tac-toe shape, and the slide blocks on the slide are arranged in a tic-tac-toe shape in sequence; the plain concrete platform is mainly composed of cement and steel bar residues. According to the different weights of the blocks, the size of the plain concrete platform is calculated according to the layout of the weight transfer device, and pre-compression treatment is required before use. The size and height of the plain concrete platform can be adjusted due to different block weights. Compared with the pile foundation platform, the plain concrete platform has a shorter construction period and lower cost.

[0060] In step S5, when the module is constructed in a rainy area, the module construction period is long. In order to increase the bearing area of ​​the temporary support, reduce water accumulation and prevent deformation, a layer of cement blocks is added under the temporary support.

[0061] In step S6, the slide blocks below the weight transfer device are fixed in the horizontal and vertical directions using connecting plates such as flat steel and by welding, and the slide blocks are connected using cement mortar.

[0062] During the final assembly process, testing equipment is used regularly to test the foundation settlement. If local foundation settlement or tilt occurs, or the structure tilts significantly, feedback must be given to the project team immediately, and the follow-up strategy is determined after comprehensive evaluation. The structure is lifted by a jack and leveled with a thin plate. During the final assembly process, any over-tolerance requirements must be corrected in a timely manner.

[0063] The temporary support components will be removed after use, cut off with a gas torch 5mm above the parent material, and polished with a grinding wheel to make the parent material smooth and flat. The temporary support and the extension of the false leg must meet the following tolerances: the maximum allowable misalignment of the longitudinal seam is 3.2mm, and the maximum allowable misalignment of the circumferential seam is 6mm.

[0064] According to the above steps, an implementation scheme is provided, including the following steps:

[0065] Construction preparation (step S1):

[0066] Arrange the cushion blocks according to the general assembly layout drawing.

[0067] Lay the backing plate on the slide block and level it.

[0068] The ground is leveled and cleaned, and the site bearing capacity test and reinforcement treatment (including paving stones and using large equipment for rolling) are carried out.

[0069] Determine the reserved height (step S2):

[0070] Calculate the reserved height from the top of the block separation unit DSU to the bottom of the floating point.

[0071] The reserved height includes foundation settlement, deck deflection and clearance for the sliding shoe DSF to be moved into place.

[0072] The top of the prosthetic leg is fixed to the module column, and the lower part of the prosthetic leg is located on the weight transfer device.

[0073] Determine the size of the plain concrete platform (step S3):

[0074] Based on the support reaction under the construction condition, calculate the force condition of each leg.

[0075] Determine the type of weight transfer device to be used under each column for the construction condition.

[0076] According to the layout of the weight transfer device and the principle of 45-degree force transmission, the number of layers and layout of the slide blocks are calculated.

[0077] Determine the artificial leg connection frame (step S4):

[0078] Use seamless steel pipes to connect the four legs on the same side into a frame to reduce uneven settlement.

[0079] Determine temporary support (step S5):

[0080] Use SAC to calculate the stress conditions at each location of the block and determine the cross-section of the temporary support.

[0081] In rainy areas, add a layer of cement blocks to increase the temporary support bearing area, reduce water accumulation and prevent deformation.

[0082] Slide block connection (step S6):

[0083] The slide blocks under the weight transfer device are fixed in the horizontal and vertical directions.

[0084] The slide blocks are welded and fixed with connecting plates and connected with cement mortar.

[0085] Subsidence monitoring and correction:

[0086] Use testing equipment regularly to check the degree of foundation settlement.

[0087] If local foundation settlement or tilt occurs, lift the structure with a jack and use thin plates to level it.

[0088] During the final assembly process, any out-of-tolerance requirements must be corrected in a timely manner.

[0089] Temporary support and removal of prosthetic leg:

[0090] The temporary support members are removed after use.

[0091] Temporary braces and leg extensions must meet certain tolerance requirements.

[0092] In summary, this technology ensures that the settlement of the floating assembly of the marine engineering is effectively controlled during the non-capping construction process through meticulous construction preparation, accurate reserved height calculation, reasonable plain concrete platform design, effective false leg connection frame and temporary support setting, as well as strict slide block connection and settlement monitoring and correction measures. This is of great significance to improving the quality of the project and ensuring construction safety. This technology is installed in a non-capping way. Compared with the traditional pile foundation cap construction method, the non-capping construction is relatively flexible in site selection and low in cost. In addition, temporary support, frame, plain concrete platform and other structures can be reused, saving a lot of cost and manpower. At the same time, it also solves the problem that the lifting sequence will affect the settlement in the traditional non-capping construction process. The lifting of the living building is carried out before the drilling rig module. After the lifting of the living building is completed, there is obvious settlement on this side again. This settlement brings instability to the marine engineering construction site and affects safety.

[0093] The settlement control method for the non-capping construction of floating modules of marine engineering can ensure the stability and safety of floating modules during the construction process through fine construction preparation and settlement control measures, thereby improving construction efficiency. Through effective settlement control and correction measures, the construction risks caused by foundation settlement or tilting can be reduced, and the project quality and construction safety can be ensured. This technology is applicable to the non-capping construction of various floating modules of marine engineering, and has strong versatility and flexibility.

[0094] The effective settlement control method for the non-platform construction of floating modules of marine engineering can reduce the maintenance and repair costs caused by foundation problems in the later stage, improve the economy of the project, and provide new technical ideas and solutions for the construction of marine engineering through technical innovations such as false leg connection frame, temporary support setting, and slide block connection.

[0095] The above shows and describes the basic principles and main features of the present invention and the advantages of the present invention. It should be understood by those skilled in the art that the present invention is not limited to the above embodiments. The above embodiments and descriptions are only for explaining the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention may have various changes and improvements, which fall within the scope of the present invention to be protected. The scope of protection of the present invention is defined by the attached claims and their equivalents.

Claims

1. A method for controlling the settlement of a floating assembly of an offshore engineering project without a cap, characterized by: The method comprises the following steps: Step S1, preparing for project construction, arranging the cushion piers according to the general assembly layout drawing, laying the cushion plates on the slide blocks and leveling them, and measuring and recording; Step S2, determine the reserved height from the top of the block separation unit DSU to the bottom of the floating point, calculate the length of the artificial leg to be rolled and the height of the temporary support, and the reserved height formula is as follows: Reserved height = foundation settlement + deck deflection + clearance for sliding shoe DSF migration; Step S3, determine the size of the plain concrete platform, the inner and outer columns of the block are all located in the non-slide area, calculate the force of each leg according to the support reaction force under the construction condition, and calculate the type of weight transfer device used under each column under the construction condition; Step S4, determine the artificial leg connection frame, use seamless steel pipes to connect the four legs on the same side into a frame, and disconnect and weld them at the temporary support; Step S5, determine the temporary support, calculate the stress condition of each part of the block using SAC according to the support reaction force under the construction condition, and determine the cross section of the temporary support; Step S6, connecting the slide blocks, fixing the slide blocks below the weight transfer device in the horizontal and vertical directions, connecting the slide blocks, and connecting the three layers of slide blocks into a whole.

2. The method for controlling the settlement of a floating assembly of an offshore engineering project without a cap according to claim 1 is characterized by: In step S1, the project construction preparation includes leveling and cleaning the ground of the general assembly area, and performing a site bearing capacity test and reinforcement treatment on the ground of the general assembly area.

3. The method for controlling the settlement of a floating assembly of an offshore engineering project without a cap according to claim 2 is characterized by: Site reinforcement treatment includes laying stones and using large equipment for compaction. Ultimately, all parts of the assembly site are required to meet the load-bearing conditions of the crane under full load and full rotation operations.

4. The method for controlling the settlement of a floating assembly of an offshore engineering project without a cap according to claim 1, characterized in that: In step S2, the top of the prosthetic leg is fixed to the assembly column, and the lower part of the prosthetic leg is seated on the weight transfer device, so that the force exerted on the assembly under construction conditions is transferred to the ground through the prosthetic leg.

5. The method for controlling the settlement of a floating assembly of an offshore engineering project without a cap according to claim 4 is characterized by: The false leg is fixed to the block column by a rib plate, and the diameter of the false leg is consistent with that of the main column.

6. The method for controlling the settlement of a floating assembly of an offshore engineering project without a cap according to claim 1, characterized in that: In step S3, the number of layers and arrangement of the slide blocks are calculated based on the arrangement of the weight transfer device and the principle of 45-degree force transmission, and the slide blocks are arranged in a tic-tac-toe shape. The slide blocks on the slide are arranged in a herringbone shape in sequence. The size of the plain concrete platform is calculated based on the arrangement of the weight transfer device according to the different weights of the components, and the plain concrete platform is pre-stressed before use.

7. The method for controlling the settlement of a floating assembly of an offshore engineering project without a cap according to claim 1, characterized in that: In step S5, when the module is constructed in a rainy area, the module construction period is long. In order to increase the bearing area of ​​the temporary support, reduce water accumulation and prevent deformation, a layer of cement blocks is added under the temporary support.

8. The method for controlling the settlement of a floating assembly of an offshore engineering project without a cap according to claim 1, characterized in that: In step S6, the slide blocks below the weight transfer device are fixed in the horizontal and vertical directions using connecting plates and welding, and the slide blocks are connected using cement mortar.

9. The method for controlling the settlement of a floating assembly of an offshore engineering project without a cap according to claim 1, characterized in that: During the final assembly process, detection equipment is used regularly to detect the degree of foundation settlement. When local foundation settlement or tilt occurs, the structure is lifted by a jack and a thin plate is used to level it. During the final assembly process, any out-of-tolerance requirements must be corrected in a timely manner.

10. The method for controlling the settlement of a floating assembly of an offshore engineering project without a cap according to claim 1, characterized in that: The temporary support components will be removed after use, cut off with a gas torch 5mm above the parent material, and polished with a grinding wheel to make the parent material smooth and flat. The temporary support and the extension of the false leg must meet the following tolerances: the maximum allowable misalignment of the longitudinal seam is 3.2mm, and the maximum allowable misalignment of the circumferential seam is 6mm.

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