A design and optimization method for reinforced concrete floating foundation

Abstract

The present invention provides a reinforced concrete floating foundation design and optimization method, which relates to the field of floating offshore wind power. The reinforced concrete floating foundation mainly includes a solid concrete heaving plate, a hollow concrete hexagonal prism, a hollow concrete rectangular connecting beam, a steel buoy and a steel cross brace. The design method and process disclosed in the present invention comprehensively consider the installation conditions, towing conditions and in-situ conditions respectively, carry out targeted ballast design according to the water depth of the selected construction dock, and simultaneously calculate the weight, center of gravity and other characteristic parameters of the overall system, which can intuitively evaluate the motion performance of the floating body, and optimize the floating foundation by adjusting the solid concrete heaving plate, steel buoy diameter and other body characteristic parameters, while realizing the quantification of engineering quantities and cost evaluation, greatly improving the design and optimization efficiency of the floating foundation.

Description

Technical Field

[0001] The present invention belongs to the technical field of offshore wind power generation, and in particular relates to a reinforced concrete floating foundation design and optimization method. Background Art

[0002] Floating offshore wind power systems are a key technology for deep-sea wind power development. Floating foundations account for approximately 40% of the total cost of floating wind power, a significant portion and, therefore, a key area for optimization in this area. To further reduce costs and increase efficiency, there is an urgent need to develop lightweight, economical foundation types, particularly utilizing new materials such as concrete. Furthermore, systematic design methods and optimization processes are needed to improve project economics. Summary of the Invention

[0003] In view of the defects of the existing technology, the present invention provides a reinforced concrete floating foundation design and optimization method, which can effectively solve the above problems.

[0004] The technical solution adopted in the present invention is as follows:

[0005] The present invention provides a reinforced concrete floating foundation design and optimization method, comprising the following steps:

[0006] Step S1, determine the structure of the reinforced concrete floating foundation:

[0007] The reinforced concrete floating foundation is an equilateral triangle structure, with steel pontoons, hollow concrete hexagonal columns, and solid concrete heave plates concentrically arranged at each vertex of the triangle. Furthermore, the bottom of the steel pontoons is fixed to the hollow concrete hexagonal columns; the bottom of the hollow concrete hexagonal columns is fixed to the solid concrete heave plates; a hollow concrete rectangular connecting beam is connected and fixed between every two hollow concrete hexagonal columns; and a steel cross brace is connected and fixed between every two steel pontoons.

[0008] Step S2, preliminarily determining structural characteristic parameters of the reinforced concrete floating foundation according to engineering environment characteristic conditions;

[0009] Step S3, according to the structural characteristic parameters of the reinforced concrete floating foundation, the total weight G of the reinforced concrete floating foundation is obtained. 浮式基础 ;

[0010] Step S4, based on the total weight G of the reinforced concrete floating foundation 浮式基础 , using the installation condition algorithm model, the draft depth H of the reinforced concrete floating foundation under the installation condition is obtained 安装工况吃水 ;

[0011] Step S5, check the draft depth H under the installation condition 安装工况吃水Whether the construction requirements are met, if not, go to step S11; if yes, go to step S6;

[0012] Step S6, determine the ballast scheme for towing conditions, and use the towing condition algorithm model to obtain the draft depth H of the reinforced concrete floating foundation under towing conditions. 拖航工况吃水 ;

[0013] Step S7, checking the draft depth H under the towing condition 拖航工况吃水 Whether the construction requirements are met, if not, go to step S11; if yes, go to step S8;

[0014] Step S8, according to the designed draft H of the in-situ working condition, using the in-situ working condition algorithm model, obtain a ballasting scheme for the reinforced concrete floating foundation under the in-situ working condition;

[0015] Step S9, obtaining the Z-axis coordinate of the center of gravity of the reinforced concrete floating foundation in the in-situ working condition according to the ballasting scheme of the reinforced concrete floating foundation in the in-situ working condition determined in step S8;

[0016] Step S10, calculating the steel consumption and concrete consumption of the reinforced concrete floating foundation; judging whether the steel consumption, concrete consumption and the Z-axis coordinate of the center of gravity of the reinforced concrete floating foundation in the in-situ working condition meet the design requirements; if not, executing step S11; if so, executing step S12;

[0017] Step S11, adjusting the structural characteristic parameters of the reinforced concrete floating foundation, and returning to step S3;

[0018] Step S12: output the structural characteristic parameters of the reinforced concrete floating foundation obtained in the current design, and end the process.

[0019] Preferably, the structural characteristic parameters of the reinforced concrete floating foundation include:

[0020] Diameter D of solid concrete heave slab 垂荡板 and height h 垂荡板 ; Side length a of the hollow concrete hexagonal prism 六棱柱 and height h 六棱柱 ; Length L of hollow concrete rectangular connecting beam 矩形连接梁 and height h 矩形连接梁 , the number of rectangular partitions set in the hollow concrete rectangular connecting beam is N; the concrete wall thickness of the hollow concrete hexagonal column and the concrete wall thickness of the hollow concrete rectangular connecting beam are equal, both are σ 砼 ;Diameter of steel buoy D 钢浮筒 , height h 钢浮筒 and steel wall thickness σ 钢; Diameter of steel cross brace D 钢横撑 and length L 钢横撑 .

[0021] Preferably, step S3 is specifically as follows:

[0022] Step S3.1, using formula (1), obtain the weight G of a single solid concrete heave plate 垂荡板 :

[0023]

[0024] Among them: A 垂荡板 and V 垂荡板 , are the bottom area and volume of the solid concrete heave slab respectively; ρ 砼 is the density of concrete;

[0025] Step S3.2, using formula (2), obtain the weight G of a single hollow concrete hexagonal prism 六棱柱 :

[0026]

[0027] Among them: A 六棱柱,外 and A 六棱柱,内 , are the outer and inner areas of a single hollow concrete hexagonal prism respectively; V 六棱柱,外 and V 六棱柱,内 , are the outer volume and inner volume of a single hollow concrete hexagonal prism respectively;

[0028] Step S3.3, using formula (3), obtain the weight G of a single hollow concrete rectangular connecting beam 矩形连接梁 :

[0029]

[0030] Where: V 矩形连接梁,外 and V 矩形连接梁,内 , are the outer volume and inner volume of a single hollow concrete rectangular connecting beam respectively;

[0031] Step S3.4, use formula (4) to obtain the weight G of a single steel buoy 钢浮筒 :

[0032]

[0033] Among them: A 钢浮筒,外 and A 钢浮筒,内 , are the outer and inner areas of a single steel pontoon respectively; V 钢浮筒,外 and V 钢浮筒,内 , are the outer volume and inner volume of a single steel pontoon respectively; ρ 钢 is the density of steel;

[0034] Step S3.5, use formula (5) to obtain the weight of the steel cross brace G 钢横撑 :

[0035]

[0036] Step S3.6, using formula (6), obtain the total weight G of the reinforced concrete floating foundation 浮式基础 ;

[0037] G 浮式基础 =(G 垂荡板 +G 六棱柱 +G 矩形连接梁 +G 钢浮筒 +G 钢横撑 )*3 (6)

[0038] The total weight G of the reinforced concrete floating foundation is obtained 浮式基础 .

[0039] Preferably, step S4 is specifically as follows:

[0040] If the inequality condition is satisfied but

[0041] If the inequality condition is satisfied but Among them, ρ 水 represents the density of water;

[0042] If the inequality condition is satisfied but

[0043] The draft depth H of the reinforced concrete floating foundation under installation conditions is obtained as follows: 安装工况吃水 .

[0044] Preferably, step S6 is specifically as follows:

[0045] Step S6.1, determine the ballast scheme for towing conditions:

[0046] The three steel pontoons are represented as: the first steel pontoon, the second steel pontoon and the third steel pontoon; under the towing condition, the first steel pontoon is selected as the main column, directly supporting the wind turbine tower, and the second and third steel pontoons are side columns, not supporting the wind turbine tower;

[0047] The weight of the wind turbine tower is G 风机塔筒 To ensure the overall balance of the system, the ballast weight at the top of the second steel buoy needs to be G 压载 of ballast water, so that the ballast weight at the top of the third steel buoy is G 压载 Ballast water, and meet G 压载 =G风机塔筒 ;

[0048] Therefore, the total weight G under towing condition is obtained by formula (7): 拖航工况 :

[0049] G 拖航工况 =G 浮式基础 +2G 压载 +G 风机塔筒 (7)

[0050] Step S6.2, determining the draft depth H of the reinforced concrete floating foundation under towing conditions 拖航工况吃水 :

[0051] If the inequality condition is satisfied The draft depth under towing conditions is

[0052] If the inequality condition is satisfied The draft depth under towing conditions is

[0053] Step S6.3, determine the detailed ballasting plan for towing conditions:

[0054] The detailed ballast scheme for towing conditions at the apex position of the second steel buoy and the apex position of the third steel buoy is determined in the same way;

[0055] Therefore, for the vertex position of the second steel buoy, the required ballast weight is G 压载 Ballast water, if the inequality condition G is satisfied 压载 ≤V 六棱柱,内 ×ρ 水 , then the weight is G 压载 The ballast water is pressed into the hollow concrete hexagonal column just below the second steel buoy;

[0056] If the inequality condition G is satisfied 压载 >V 六棱柱,内 ×ρ 水 , first fill the hollow concrete hexagonal column directly below the second steel buoy with water, and then load the remaining water into the second steel buoy. At this time, the ballast water level in the second steel buoy is H 钢浮筒压载水位 =(G 压载 -ρ 水 ×V 六棱柱,内 ) / A 钢浮筒,内 .

[0057] Preferably, step S8 is specifically as follows:

[0058] Step S8.1, according to the draft depth H of the reinforced concrete floating foundation under towing conditions 拖航工况吃水and the design draft H of the in-situ working condition, the ballast water volume V required for the reinforced concrete floating foundation at each vertex of the triangle under the in-situ working condition is obtained by using formula (8): 压在位 :

[0059] V 压在位 =(HH 拖航工况吃水 )×A 钢浮筒,内 (8)

[0060] Step S8.2, if the inequality condition V is satisfied 压在位 <V 矩形连接梁,内 , then a volume of V is pressed into each hollow concrete rectangular connecting beam. 压在位 of ballast water so that the in-position draft reaches the in-position design draft H;

[0061] If the inequality condition V is satisfied 矩形连接梁,内 <V 压在位 <(V 矩形连接梁,内 +V 六棱柱,内 ), do the following:

[0062] For the first steel buoy as the main column: for a volume of V 压在位 The ballast water is first pressed into the hollow concrete rectangular connecting beam corresponding to the main column, and the remaining ballast water is pressed into the hollow concrete hexagonal prism corresponding to the main column, so that the hollow concrete rectangular connecting beam and the hollow concrete hexagonal prism corresponding to the main column are pressed into a total volume of V 压在位 of ballast water;

[0063] For the second and third steel buoys serving as the side columns, the in-situ ballast scheme is the same. Only the in-situ ballast scheme for the second steel buoy is described:

[0064] If V 压在位 +V 压载 <(V 矩形连接梁,内 +V 六棱柱,内 ), V 压载 G 压载 / ρ 水 , corresponding to G in towing condition 压载 The ballast water volume is V 压在位 The ballast water is first pressed into the hollow concrete rectangular connecting beam corresponding to the second steel buoy, and the remaining ballast water is pressed into the hollow concrete hexagonal prism corresponding to the second steel buoy, completing the volume V 压在位 Ballast of ballast water;

[0065] If V 压在位 +V 压载 >(V 矩形连接梁,内 +V 六棱柱,内 ), then for a volume of V压在位 The ballast water is first pressed into the hollow concrete rectangular connecting beam corresponding to the second steel buoy, and then into the hollow concrete hexagonal prism corresponding to the second steel buoy. The remaining ballast water is pressed into the second steel buoy to complete the volume V 压在位 The ballast water is loaded with ballast water. At this time, the depth of ballast water in the second steel buoy is H. 钢浮筒，压载 for:

[0066] H 钢浮筒，压载 =(V 压在位 +V 压载 -V 矩形连接梁,内 -V 六棱柱,内 ) / A 钢浮筒,内 .

[0067] Preferably, step S9 is:

[0068] Taking the horizontal plane as the XY plane, the Z coordinate of the center of gravity of the reinforced concrete floating foundation in the in-situ condition is solved by the following formula:

[0069]

[0070] in:

[0071] z 垂荡板 =(-H+0.5×h 垂荡板 );

[0072] z 六棱柱 =z 矩形连接梁 =(-H+h 垂荡板 +0.5×h 六棱柱 )

[0073] z 钢浮筒 =(-H+h 垂荡板 +h 六棱柱 +0.5×h 钢浮筒 )

[0074] z 钢横撑 =(-H+h 垂荡板 +h 六棱柱 +h 钢浮筒 -0.5×D 钢横撑 )

[0075] in:

[0076] z 垂荡板 、z 六棱柱 、z 矩形连接梁 、z 钢浮筒 、z 钢横撑 and z 风机塔筒 , are the Z coordinates of the center of gravity of the solid concrete heave plate, hollow concrete hexagonal column, hollow concrete rectangular connecting beam, steel pontoon, steel cross brace and wind turbine tower respectively; z风机塔筒 G is the factory parameter of the wind turbine tower; 压载 G is the weight of ballast water at the top of each lateral column during towing operation; 压在位 G is the weight of ballast water required for the reinforced concrete floating foundation at each vertex of the triangle in the in-situ working condition. 压在位 =V 压在位 *ρ 水 ; H is the design draft for in-position working conditions.

[0077] The reinforced concrete floating foundation design and optimization method provided by the present invention has the following advantages:

[0078] The present invention provides a reinforced concrete floating foundation design and optimization method that significantly reduces the amount of steel used in floating foundations and increases project returns. It can also improve the stability and movement performance of concrete floating foundations and their corrosion resistance. In addition, this design method considers the draft conditions of the construction dock from different perspectives, such as installation conditions, towing conditions, and in-situ conditions, and deeply considers the feasibility and convenience of construction. This can maximize project optimization, improve its economic efficiency, and promote industry development. BRIEF DESCRIPTION OF THE DRAWINGS

[0079] Figure 1 A flowchart of a reinforced concrete floating foundation design and optimization method provided by the present invention;

[0080] Figure 2 A structural diagram of a reinforced concrete floating foundation provided by the present invention;

[0081] Figure 3 This is a time history diagram of the mooring force of a reinforced concrete floating foundation obtained by integrated calculation and analysis according to an embodiment of the present invention;

[0082] Figure 4 The displacement time history diagram of the reinforced concrete floating foundation obtained by the integrated calculation and analysis of the embodiment of the present invention;

[0083] Figure 5 This is a comparison chart of steel usage for different floating foundation types according to the embodiments of the present invention.

[0084] in:

[0085] A1 - first steel pontoon; A2 - first concrete hexagonal prism; A3 - first solid concrete heave plate; A4 - first concrete rectangular connecting beam; A5 - first steel cross brace;

[0086] B1 - second steel pontoon; B2 - second concrete hexagonal prism; B3 - second solid concrete heave plate; B4 - second concrete rectangular connecting beam; B5 - second steel cross brace;

[0087] C1-third steel pontoon; C2-third concrete hexagonal column; C3-third solid concrete heave plate; C4-third concrete rectangular connecting beam; C5-third steel cross brace. DETAILED DESCRIPTION

[0088] In order to make the purpose, technical solutions and advantages of this application more clearly understood, this application is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain this application and are not intended to limit this application.

[0089] On the contrary, this application covers any alternatives, modifications, equivalents, and solutions made within the spirit and scope of this application as defined by the claims. Furthermore, to facilitate a better understanding of this application, certain specific details are described in detail below in the detailed description of this application. Those skilled in the art will be able to fully understand this application without these details.

[0090] See Figure 1 The present invention provides a reinforced concrete floating foundation design and optimization method, comprising the following steps:

[0091] Step S1, determine the structure of the reinforced concrete floating foundation:

[0092] The reinforced concrete floating foundation is an equilateral triangle structure, with steel pontoons, hollow concrete hexagonal columns and solid concrete heaving plates concentrically arranged at each vertex of the triangle. The bottom of the steel pontoons is fixed to the hollow concrete hexagonal columns; the bottom of the hollow concrete hexagonal columns is fixed to the solid concrete heaving plates; a hollow concrete rectangular connecting beam is connected and fixed between every two hollow concrete hexagonal columns; a steel cross brace is connected and fixed between every two steel pontoons; and a steel cross brace is connected and fixed between every two steel pontoons. Figure 2 In the figure, the reinforced concrete floating foundation of the equilateral triangle structure has three sets of floating foundation units, namely: the first floating foundation unit, including: the first steel pontoon A1, the first concrete hexagonal prism A2, the first solid concrete heaving plate A3, the first concrete rectangular connecting beam A4 and the first steel cross brace A5; the second floating foundation unit, including: the second steel pontoon B1, the second concrete hexagonal prism B2, the second solid concrete heaving plate B3, the second concrete rectangular connecting beam B4 and the second steel cross brace B5; the third floating foundation unit, including: the third steel pontoon C1, the third concrete hexagonal prism C2, the third solid concrete heaving plate C3, the third concrete rectangular connecting beam C4 and the third steel cross brace C5.

[0093] In this step, the structural characteristic parameters of the reinforced concrete floating foundation include: the diameter D of the solid concrete heave plate 垂荡板 and height h 垂荡板 ; Side length a of the hollow concrete hexagonal prism六棱柱 and height h 六棱柱 ; Length L of hollow concrete rectangular connecting beam 矩形连接梁 and height h 矩形连接梁 , the number of rectangular partitions set in the hollow concrete rectangular connecting beam is N; the concrete wall thickness of the hollow concrete hexagonal column and the concrete wall thickness of the hollow concrete rectangular connecting beam are equal, both are σ 砼 ;Diameter of steel buoy D 钢浮筒 , height h 钢浮筒 and steel wall thickness σ 钢 ; Diameter of steel cross brace D 钢横撑 and length L 钢横撑 .

[0094] Step S2, preliminarily determining structural characteristic parameters of the reinforced concrete floating foundation based on measured data or engineering environment characteristic conditions;

[0095] Step S3, according to the structural characteristic parameters of the reinforced concrete floating foundation, the total weight G of the reinforced concrete floating foundation is obtained. 浮式基础 ;

[0096] Step S3.1, using formula (1), obtain the weight G of a single solid concrete heave plate 垂荡板 :

[0097]

[0098] Among them: A 垂荡板 and V 垂荡板 , are the bottom area and volume of the solid concrete heave slab respectively; ρ 砼 is the density of concrete, for example, 2.5t / m 3 ;

[0099] Step S3.2, using formula (2), obtain the weight G of a single hollow concrete hexagonal prism 六棱柱 :

[0100]

[0101] Among them: A 六棱柱,外 and A 六棱柱,内 , are the outer and inner areas of a single hollow concrete hexagonal prism respectively; V 六棱柱,外 and V 六棱柱,内 , are the outer volume and inner volume of a single hollow concrete hexagonal prism respectively;

[0102] Step S3.3, using formula (3), obtain the weight G of a single hollow concrete rectangular connecting beam 矩形连接梁 :

[0103]

[0104] Where: V 矩形连接梁,外 and V 矩形连接梁,内 , are the outer volume and inner volume of a single hollow concrete rectangular connecting beam respectively;

[0105] Step S3.4, use formula (4) to obtain the weight G of a single steel buoy 钢浮筒 :

[0106]

[0107] Among them: A 钢浮筒,外 and A 钢浮筒,内 , are the outer and inner areas of a single steel pontoon respectively; V 钢浮筒,外 and V 钢浮筒,内 , are the outer volume and inner volume of a single steel pontoon respectively; ρ 钢 is the density of steel;

[0108] Step S3.5, use formula (5) to obtain the weight of the steel cross brace G 钢横撑 :

[0109]

[0110] Step S3.6, using formula (6), obtain the total weight G of the reinforced concrete floating foundation 浮式基础 ;

[0111] G 浮式基础 =(G 垂荡板 +G 六棱柱 +G 矩形连接梁 +G 钢浮筒 +G 钢横撑 )*3 (6)

[0112] The total weight G of the reinforced concrete floating foundation is obtained 浮式基础 .

[0113] Considering that the floating foundation satisfies the principle that buoyancy and gravity are equal in all states, the following formula is satisfied:

[0114] F 浮 =ρ 水 V 排 =G

[0115] Among them, ρ 水 is the density of water, take 1.025t / m 3 ; V 排 is the displacement volume of the floating body, which must be calculated based on the draft. G is the total weight of the floating foundation, internal ballast water, and wind turbine tower in the installation, towing, or in-place conditions.

[0116] This allows for relevant calculations to be carried out under installation conditions, towing conditions or in-place conditions.

[0117] Step S4, based on the total weight G of the reinforced concrete floating foundation 浮式基础 , using the installation condition algorithm model, the draft depth H of the reinforced concrete floating foundation under the installation condition is obtained 安装工况吃水 ;

[0118] Step S4 is specifically as follows:

[0119] If the inequality condition is satisfied but

[0120] If the inequality condition is satisfied but Among them, ρ 水 represents the density of water;

[0121] If the inequality condition is satisfied but

[0122] The draft depth H of the reinforced concrete floating foundation under installation conditions is obtained as follows: 安装工况吃水 .

[0123] Step S5, check the draft depth H under the installation condition 安装工况吃水 Whether the construction requirements are met, if not, go to step S11; if yes, go to step S6;

[0124] Step S6, determine the ballast scheme for towing conditions, and use the towing condition algorithm model to obtain the draft depth H of the reinforced concrete floating foundation under towing conditions. 拖航工况吃水 ;

[0125] Step S6 is specifically as follows:

[0126] Step S6.1, determine the ballast scheme for towing conditions:

[0127] The three steel pontoons are represented as: the first steel pontoon, the second steel pontoon and the third steel pontoon; under the towing condition, the first steel pontoon is selected as the main column, directly supporting the wind turbine tower, and the second and third steel pontoons are side columns, not supporting the wind turbine tower;

[0128] The weight of the wind turbine tower is G 风机塔筒 To ensure the overall balance of the system, the ballast weight at the top of the second steel buoy needs to be G 压载 of ballast water, so that the ballast weight at the top of the third steel buoy is G 压载 Ballast water, and meet G 压载 =G 风机塔筒 ;

[0129] Therefore, the total weight G under towing condition is obtained by formula (7): 拖航工况 :

[0130] G 拖航工况 =G 浮式基础 +2G 压载 +G 风机塔筒 (7)

[0131] Step S6.2, determining the draft depth H of the reinforced concrete floating foundation under towing conditions 拖航工况吃水 :

[0132] If the inequality condition is satisfied The draft depth under towing conditions is

[0133] If the inequality condition is satisfied The draft depth under towing conditions is

[0134] Step S6.3, determine the detailed ballasting plan for towing conditions:

[0135] The detailed ballast scheme for towing conditions at the apex position of the second steel buoy and the apex position of the third steel buoy is determined in the same way; therefore, only the relevant design at the apex position of the second steel buoy is introduced.

[0136] Therefore, for the top position of the second steel buoy, the required ballast is equal to the wind turbine tower weight G 风机塔筒 The same weight is G 压载 Ballast water, G 压载 =G 风机塔筒 , if the inequality condition G is satisfied 压载 ≤V 六棱柱,内 ×ρ 水 , then the weight is G 压载 The ballast water is pressed into the hollow concrete hexagonal column just below the second steel buoy;

[0137] If the inequality condition G is satisfied 压载 >V 六棱柱,内 ×ρ 水 , first fill the hollow concrete hexagonal column directly below the second steel buoy with water, and then load the remaining water into the second steel buoy. At this time, the ballast water level in the second steel buoy is H 钢浮筒压载水位 =(G 压载 -ρ 水 ×V 六棱柱,内 ) / A 钢浮筒,内 .

[0138] That is, during towing, the main column supports the wind turbine tower. To ensure balance during towing, each of the two lateral columns must be loaded with ballast water equal to the wind turbine tower's weight. First, the hollow concrete hexagonal columns must be filled. If space is insufficient, further ballast is applied to the steel buoys above. During towing, water ballast is not applied to the hollow concrete rectangular connecting beams.

[0139] Step S7, checking the draft depth H under the towing condition 拖航工况吃水 Whether the construction requirements are met, if not, go to step S11; if yes, go to step S8;

[0140] Step S8, according to the designed draft H of the in-situ working condition, using the in-situ working condition algorithm model, obtain a ballasting scheme for the reinforced concrete floating foundation under the in-situ working condition;

[0141] Step S8 is specifically as follows:

[0142] Step S8.1, according to the draft depth H of the reinforced concrete floating foundation under towing conditions 拖航工况吃水 and the design draft H of the in-situ working condition, the ballast water volume V required for the reinforced concrete floating foundation at each vertex of the triangle under the in-situ working condition is obtained by using formula (8): 压在位 :

[0143] V 压在位 =(HH 拖航工况吃水 )×A 钢浮筒,内 (8)

[0144] In order to make the center of gravity as low as possible to ensure better movement performance, ballast water is first loaded inside three hollow concrete rectangular connecting beams.

[0145] Step S8.2, if the inequality condition V is satisfied 压在位 <V 矩形连接梁,内 , then a volume of V is pressed into each hollow concrete rectangular connecting beam. 压在位 of ballast water so that the in-position draft reaches the in-position design draft H;

[0146] If the inequality condition V is satisfied 矩形连接梁,内 <V 压在位 <(V 矩形连接梁,内 +V 六棱柱,内 ), do the following:

[0147] For the first steel buoy as the main column: for a volume of V 压在位The ballast water is first pressed into the hollow concrete rectangular connecting beam corresponding to the main column, and the remaining ballast water is pressed into the hollow concrete hexagonal prism corresponding to the main column, so that the hollow concrete rectangular connecting beam and the hollow concrete hexagonal prism corresponding to the main column are pressed into a total volume of V 压在位 of ballast water;

[0148] For the second and third steel buoys serving as the side columns, the in-situ ballast scheme is the same. Only the in-situ ballast scheme for the second steel buoy is described:

[0149] If V 压在位 +V 压载 <(V 矩形连接梁,内 +V 六棱柱,内 ), V 压载 G 压载 / ρ 水 , corresponding to G in towing condition 压载 The ballast water volume is V 压在位 The ballast water is first pressed into the hollow concrete rectangular connecting beam corresponding to the second steel buoy, and the remaining ballast water is pressed into the hollow concrete hexagonal prism corresponding to the second steel buoy, completing the volume V 压在位 Ballast of ballast water;

[0150] If V 压在位 +V 压载 >(V 矩形连接梁,内 +V 六棱柱,内 ), then for a volume of V 压在位 The ballast water is first pressed into the hollow concrete rectangular connecting beam corresponding to the second steel buoy, and then into the hollow concrete hexagonal prism corresponding to the second steel buoy. The remaining ballast water is pressed into the second steel buoy to complete the volume V 压在位 The ballast water is loaded with ballast water. At this time, the depth of ballast water in the second steel buoy is H. 钢浮筒，压载 for:

[0151] H 钢浮筒，压载 =(V 压在位 +V 压载 -V 矩形连接梁,内 -V 六棱柱,内 ) / A 钢浮筒,内 .

[0152] Step S9, obtaining the Z-axis coordinate of the center of gravity of the reinforced concrete floating foundation in the in-situ working condition according to the ballasting scheme of the reinforced concrete floating foundation in the in-situ working condition determined in step S8;

[0153] Taking the horizontal plane as the XY plane, the Z coordinate of the center of gravity of the reinforced concrete floating foundation in the in-situ condition is solved by the following formula:

[0154]

[0155] in:

[0156] z 垂荡板 =(-H+0.5×h 垂荡板 );

[0157] z 六棱柱 =z 矩形连接梁 =(-H+h 垂荡板 +0.5×h 六棱柱 )

[0158] z 钢浮筒 =(-H+h 垂荡板 +h 六棱柱 +0.5×h 钢浮筒 )

[0159] z 钢横撑 =(-H+h 垂荡板 +h 六棱柱 +h 钢浮筒 -0.5×D 钢横撑 )

[0160] in:

[0161] z 垂荡板 、z 六棱柱 、z 矩形连接梁 、z 钢浮筒 、z 钢横撑 and z 风机塔筒 , are the Z coordinates of the center of gravity of the solid concrete heave plate, hollow concrete hexagonal column, hollow concrete rectangular connecting beam, steel pontoon, steel cross brace and wind turbine tower respectively; z 风机塔筒 G is the factory parameter of the wind turbine tower; 压载 G is the weight of ballast water at the top of each lateral column during towing operation; 压在位 G is the weight of ballast water required for the reinforced concrete floating foundation at each vertex of the triangle in the in-situ working condition. 压在位 =V 压在位 *ρ 水 ; H is the design draft for in-position working conditions.

[0162] Step S10 calculates the steel and concrete usage of the reinforced concrete floating foundation. The steel and concrete usage, as well as the Z-axis coordinates of the center of gravity of the reinforced concrete floating foundation in the in-situ working condition, are determined to determine whether they meet design requirements. If not, step S11 is executed. If so, step S12 is executed. Information such as the steel usage and concrete volume of the floating foundation can be used to evaluate its economic efficiency and performance. If the draft and economic efficiency do not meet the requirements, the relevant configuration parameters can be modified to optimize the floating foundation.

[0163] Step S11, adjusting the structural characteristic parameters of the reinforced concrete floating foundation, and returning to step S3;

[0164] Step S12: output the structural characteristic parameters of the reinforced concrete floating foundation obtained in the current design, and end the process.

[0165] It is understandable that the lightweight concrete floating foundation design process and optimization method provided in the embodiment of the present invention are not limited to concrete foundations. The entire design concept and optimization process are also applicable to pure steel foundations. The present invention fully considers the construction conditions of different working conditions to ensure feasibility and promotes engineering economy and safety. The method of this embodiment is simple and can be directly applied to actual engineering, greatly improving work efficiency and ensuring engineering safety. It will play an important role in the early design of floating offshore wind power systems.

[0166] The effectiveness of the method of the embodiment of the present disclosure is verified below:

[0167] Figure 2 This is a reinforced concrete floating foundation model of the embodiment of the present invention, which includes a steel pontoon, a concrete hexagonal prism, a solid concrete heave plate, a concrete rectangular connecting beam and a steel cross brace. Based on the optimized floating foundation, the calculation software is used to perform modeling and calculation. The analysis model is as follows: Figure 2 As shown; Figure 3 The mooring force of the concrete floating foundation under in-situ working condition is shown. Figure 3 It can be seen from the figure that when the wind, waves and current act at 180° (from right to left), when mooring No. 1 breaks, the maximum force on mooring No. 2 is 14,000 kN, which is less than the bearing capacity of 20,000 kN, and has a large safety margin. Figure 4 The displacement time history obtained by the integrated calculation and analysis of the floating foundation is shown. Figure 4 It can be seen that the maximum displacement is 41m, which is less than the 45m requirement of the working condition control.

[0168] Figure 5 The comparison of steel usage with pure steel floating foundation of the same performance is shown. Figure 5 It can be seen from the figure that the steel consumption of the concrete floating foundation of the present invention is only 220t / MW, while the steel consumption of the equivalent steel floating body is 350t / MW. Therefore, the present invention can significantly improve its economic efficiency.

[0169] The present invention provides a reinforced concrete floating foundation design and optimization method that significantly reduces the amount of steel used in floating foundations and increases project returns. It can also improve the stability and movement performance of concrete floating foundations and their corrosion resistance. In addition, this design method considers the draft conditions of the construction dock from different perspectives, such as installation conditions, towing conditions, and in-situ conditions, and deeply considers the feasibility and convenience of construction. This can maximize project optimization, improve its economic efficiency, and promote industry development.

[0170] The above is only a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the principles of the present invention. These improvements and modifications should also be considered within the scope of protection of the present invention.

Claims

1. A reinforced concrete floating foundation design and optimization method, characterized in that: The following steps are involved: Step S1, determine the structure of the reinforced concrete floating foundation: The reinforced concrete floating foundation is an equilateral triangle structure, with steel pontoons, hollow concrete hexagonal columns, and solid concrete heave plates concentrically arranged at each vertex of the triangle. Furthermore, the bottom of the steel pontoons is fixed to the hollow concrete hexagonal columns; the bottom of the hollow concrete hexagonal columns is fixed to the solid concrete heave plates; a hollow concrete rectangular connecting beam is connected and fixed between every two hollow concrete hexagonal columns; and a steel cross brace is connected and fixed between every two steel pontoons. Step S2, preliminarily determining structural characteristic parameters of the reinforced concrete floating foundation according to engineering environment characteristic conditions; Step S3, according to the structural characteristic parameters of the reinforced concrete floating foundation, the total weight G of the reinforced concrete floating foundation is obtained. 浮式基础 ; Step S4, based on the total weight G of the reinforced concrete floating foundation 浮式基础 , using the installation condition algorithm model, the draft depth H of the reinforced concrete floating foundation under the installation condition is obtained 安装工况吃水 ; Step S5, check the draft depth H under the installation condition 安装工况吃水 Whether the construction requirements are met, if not, go to step S11; if yes, go to step S6; Step S6, determine the ballast scheme for towing conditions, and use the towing condition algorithm model to obtain the draft depth H of the reinforced concrete floating foundation under towing conditions. 拖航工况吃水 ; Step S7, checking the draft depth H under the towing condition 拖航工况吃水 Whether the construction requirements are met, if not, go to step S11; if yes, go to step S8; Step S8, according to the designed draft H of the in-situ working condition, using the in-situ working condition algorithm model, obtain a ballasting scheme for the reinforced concrete floating foundation under the in-situ working condition; Step S9, obtaining the Z-axis coordinate of the center of gravity of the reinforced concrete floating foundation in the in-situ working condition according to the ballasting scheme of the reinforced concrete floating foundation in the in-situ working condition determined in step S8; Step S10, calculating the steel consumption and concrete consumption of the reinforced concrete floating foundation; judging whether the steel consumption, concrete consumption and the Z-axis coordinate of the center of gravity of the reinforced concrete floating foundation in the in-situ working condition meet the design requirements; if not, executing step S11; if so, executing step S12; Step S11, adjusting the structural characteristic parameters of the reinforced concrete floating foundation, and returning to step S3; Step S12, outputting the structural characteristic parameters of the reinforced concrete floating foundation obtained in the current design, and ending the process; Assume that the height of the solid concrete heave plate is h 垂荡板 , the volume is V 垂荡板 ;The height of a single hollow concrete hexagonal prism is h 六棱柱 , the outer area is A 六棱柱,外 , the inner volume is V 六棱柱,内 ; The inner volume of a single hollow concrete rectangular connecting beam is V 矩形连接梁,内 The outer and inner areas of a single steel buoy are A 钢浮筒,外 and A 钢浮筒,内 ; The density of water is ρ 水 ; Step S6 is specifically as follows: Step S6.1, determine the ballast scheme for towing conditions: The three steel pontoons are represented as: the first steel pontoon, the second steel pontoon and the third steel pontoon; under the towing condition, the first steel pontoon is selected as the main column, directly supporting the wind turbine tower, and the second and third steel pontoons are side columns, not supporting the wind turbine tower; The weight of the wind turbine tower is G 风机塔筒 To ensure the overall balance of the system, the ballast weight at the top of the second steel buoy needs to be G 压载 of ballast water, so that the ballast weight at the top of the third steel buoy is G 压载 Ballast water, and meet G 压载 =G 风机塔筒 ; Therefore, the total weight G under towing condition is obtained by formula (7): 拖航工况 : G 拖航工况 =G 浮式基础 +2G 压载 +G 风机塔筒 (7) Step S6.2, determining the draft depth H of the reinforced concrete floating foundation under towing conditions 拖航工况吃水 : If the inequality condition is satisfied The draft depth under towing conditions is If the inequality condition is satisfied The draft depth under towing conditions is Step S6.3, determine the detailed ballasting plan for towing conditions: The detailed ballast scheme for towing conditions at the apex position of the second steel buoy and the apex position of the third steel buoy is determined in the same way; Therefore, for the vertex position of the second steel buoy, the required ballast weight is G 压载 Ballast water, if the inequality condition G is satisfied 压载 ≤V 六棱柱,内 ×ρ 水 , then the weight is G 压载 The ballast water is pressed into the hollow concrete hexagonal column just below the second steel buoy; If the inequality condition G is satisfied 压载 >V 六棱柱,内 ×ρ 水 , first fill the hollow concrete hexagonal column directly below the second steel buoy with water, and then load the remaining water into the second steel buoy. At this time, the ballast water level in the second steel buoy is H 钢浮筒压载水位 =(G 压载 -ρ 水 ×V 六棱柱,内 ) / A 钢浮筒,内 ; Step S8 is specifically as follows: Step S8.1, according to the draft depth H of the reinforced concrete floating foundation under towing conditions 拖航工况吃水 and the design draft H of the in-situ working condition, the ballast water volume V required for the reinforced concrete floating foundation at each vertex of the triangle under the in-situ working condition is obtained by using formula (8): 压在位 : V 压在位 =(H-H 拖航工况吃水 )×A 钢浮筒,内 (8) Step S8.2, if the inequality condition V is satisfied 压在位 <V 矩形连接梁,内 , then a volume of V is pressed into each hollow concrete rectangular connecting beam. 压在位 of ballast water so that the in-position draft reaches the in-position design draft H; If the inequality condition V is satisfied 矩形连接梁,内 <V 压在位 <(V 矩形连接梁,内 +V 六棱柱,内 ), do the following: For the first steel buoy as the main column: for a volume of V 压在位 The ballast water is first pressed into the hollow concrete rectangular connecting beam corresponding to the main column, and the remaining ballast water is pressed into the hollow concrete hexagonal prism corresponding to the main column, so that the hollow concrete rectangular connecting beam and the hollow concrete hexagonal prism corresponding to the main column are pressed into a total volume of V 压在位 of ballast water; For the second and third steel buoys serving as the side columns, the in-situ ballast scheme is the same. Only the in-situ ballast scheme for the second steel buoy is described: If V 压在位 +V 压载 <(V 矩形连接梁,内 +V 六棱柱,内 ), V 压载 G 压载 / ρ 水 , corresponding to G in towing condition 压载 The ballast water volume is V 压在位 The ballast water is first pressed into the hollow concrete rectangular connecting beam corresponding to the second steel buoy, and the remaining ballast water is pressed into the hollow concrete hexagonal prism corresponding to the second steel buoy, completing the volume V 压在位 Ballast of ballast water; If V 压在位 +V 压载 >(V 矩形连接梁,内 +V 六棱柱,内 ), then for a volume of V 压在位 The ballast water is first pressed into the hollow concrete rectangular connecting beam corresponding to the second steel buoy, and then into the hollow concrete hexagonal prism corresponding to the second steel buoy. The remaining ballast water is pressed into the second steel buoy to complete the volume V 压在位 The ballast water is loaded with ballast water. At this time, the depth of ballast water in the second steel buoy is H. 钢浮筒，压载 for: H 钢浮筒，压载 =(V 压在位 +V 压载 -V 矩形连接梁,内 -V 六棱柱,内 ) / A 钢浮筒,内 。 2. A reinforced concrete floating foundation design and optimization method according to claim 1, characterized in that: The structural characteristic parameters of the reinforced concrete floating foundation include: Diameter D of solid concrete heave slab 垂荡板 and height h 垂荡板 ; Side length a of the hollow concrete hexagonal prism 六棱柱 and height h 六棱柱 ; Length L of hollow concrete rectangular connecting beam 矩形连接梁 and height h 矩形连接梁 , the number of rectangular partitions set in the hollow concrete rectangular connecting beam is N; the concrete wall thickness of the hollow concrete hexagonal column and the concrete wall thickness of the hollow concrete rectangular connecting beam are equal, both are σ 砼 ;Diameter of steel buoy D 钢浮筒 , height h 钢浮筒 and steel wall thickness σ 钢 ; Diameter of steel cross brace D 钢横撑 and length L 钢横撑 .

3. A reinforced concrete floating foundation design and optimization method according to claim 2, characterized in that: Step S3 is specifically as follows: Step S3.1, using formula (1), obtain the weight G of a single solid concrete heave plate 垂荡板 : Among them: A 垂荡板 and V 垂荡板 , are the bottom area and volume of the solid concrete heave slab respectively; ρ 砼 is the density of concrete; Step S3.2, using formula (2), obtain the weight G of a single hollow concrete hexagonal prism 六棱柱 : Among them: A 六棱柱,外 and A 六棱柱,内 , are the outer and inner areas of a single hollow concrete hexagonal prism respectively; V 六棱柱,外 and V 六棱柱,内 , are the outer volume and inner volume of a single hollow concrete hexagonal prism respectively; Step S3.3, using formula (3), obtain the weight G of a single hollow concrete rectangular connecting beam 矩形连接梁 : Where: V 矩形连接梁,外 and V 矩形连接梁,内 , are the outer volume and inner volume of a single hollow concrete rectangular connecting beam respectively; Step S3.4, use formula (4) to obtain the weight G of a single steel buoy 钢浮筒 : Among them: A 钢浮筒,外 and A 钢浮筒,内 , are the outer and inner areas of a single steel pontoon respectively; V 钢浮筒,外 and V 钢浮筒,内 , are the outer volume and inner volume of a single steel pontoon respectively; ρ 钢 is the density of steel; Step S3.5, use formula (5) to obtain the weight of the steel cross brace G 钢横撑 : Step S3.6, using formula (6), obtain the total weight G of the reinforced concrete floating foundation 浮式基础 ; G 浮式基础 =(G 垂荡板 +G 六棱柱 +G 矩形连接梁 +G 钢浮筒 +G 钢横撑 )*3 (6) The total weight G of the reinforced concrete floating foundation is obtained 浮式基础 .

4. A reinforced concrete floating foundation design and optimization method according to claim 2, characterized in that: Step S4 is specifically as follows: If the inequality condition is satisfied but If the inequality condition is satisfied but Among them, ρ 水 represents the density of water; If the inequality condition is satisfied but The draft depth H of the reinforced concrete floating foundation under installation conditions is obtained as follows: 安装工况吃水 .

5. A reinforced concrete floating foundation design and optimization method according to claim 2, characterized in that: Step S9 is: Taking the horizontal plane as the XY plane, the Z coordinate of the center of gravity of the reinforced concrete floating foundation in the in-situ condition is solved by the following formula: in: z 垂荡板 =(-H+0.5×h 垂荡板 ); z 六棱柱 =z 矩形连接梁 =(-H+h 垂荡板 +0.5×h 六棱柱 ) z 钢浮筒 =(-H+h 垂荡板 +h 六棱柱 +0.5×h 钢浮筒 ) z 钢横撑 =(-H+h 垂荡板 +h 六棱柱 +h 钢浮筒 -0.5×D 钢横撑 ) in: z 垂荡板 、z 六棱柱 、z 矩形连接梁 、z 钢浮筒 、z 钢横撑 and z 风机塔筒 , are the Z coordinates of the center of gravity of the solid concrete heave plate, hollow concrete hexagonal column, hollow concrete rectangular connecting beam, steel pontoon, steel cross brace and wind turbine tower respectively; z 风机塔筒 G is the factory parameter of the wind turbine tower; 垂荡板 , G 六棱柱 , G 矩形连接梁 , G 钢浮筒 and G 钢横撑 , are the weights of a single solid concrete heave plate, a single hollow concrete hexagonal column, a single hollow concrete rectangular connecting beam, a single steel pontoon, and a single steel cross brace, respectively; G 压载 G is the weight of ballast water at the top of each lateral column during towing operation; 压在位 G is the weight of ballast water required for the reinforced concrete floating foundation at each vertex of the triangle in the in-situ working condition. 压在位 =V 压在位 *ρ 水 ; H is the design draft for in-position working conditions.

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