Reinforced concrete floating foundation design and optimization method

Abstract

The invention provides a reinforced concrete floating foundation design and optimization method, and relates to the field of floating offshore wind power. The reinforced concrete floating foundation mainly comprises solid concrete heaving plates, hollow concrete hexagonal prisms, hollow concrete rectangular connecting beams, steel buoys and steel cross braces. According to the design method and the process, the installation working condition, the towing working condition and the in-place working condition are comprehensively considered, ballast design is specifically carried out according to the selected construction wharf water depth condition, the weight, the gravity center and other characteristic parameters of the whole system are synchronously calculated, the movement performance of the floating body can be visually evaluated, and the construction efficiency is improved. And the floating foundation is optimized by adjusting physical characteristic parameters such as the solid concrete heaving plate and the diameter of the steel buoy, meanwhile, quantification of the engineering quantity and cost evaluation are achieved, and the design and optimization efficiency of the floating foundation is greatly improved.

Description

Technical Field

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

[0002] The floating offshore wind power system is a key technology for the development of deep - sea and far - sea wind power. The floating foundation accounts for about 40% of the total cost of the floating wind power, with a relatively large proportion. Therefore, it is the key optimization direction of floating wind power. In order to further reduce costs and increase efficiency, it is urgent to develop lightweight and economical foundation types, especially the use of new materials such as concrete, and to form a systematic design method and optimization process, so as to improve the engineering economy. Summary of the Invention

[0003] Aiming at the defects existing in the prior art, the present invention provides a design and optimization method for a reinforced concrete floating foundation, which can effectively solve the above problems.

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

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

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

[0007] The reinforced concrete floating foundation is in an equilateral triangle structure. At each vertex position of the triangle, a steel floating cylinder, a hollow concrete hexagonal prism and a solid concrete heaving plate are concentrically arranged. And the bottom of the steel floating cylinder is fixed to the hollow concrete hexagonal prism; the bottom of the hollow concrete hexagonal prism is fixed to the solid concrete heaving plate; a hollow concrete rectangular connecting beam is fixedly connected between every two of the hollow concrete hexagonal prisms; a steel cross brace is fixedly connected between every two of the steel floating cylinders;

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

[0009] Step S3, obtaining the total weight G of the reinforced concrete floating foundation according to the structural characteristic parameters of the reinforced concrete floating foundation 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 to obtain the draft depth H of the reinforced concrete floating foundation under the installation condition 安装工况吃水 ;

[0011] Step S5, checking the draft depth H under the installation condition 安装工况吃水Whether the construction requirements are met. If not, execute step S11; if so, execute step S6;

[0012] Step S6: Determine the ballast plan for the towing condition. Using the towing condition algorithm model, obtain the draft depth H of the reinforced concrete floating foundation under the towing condition 拖航工况吃水 ;

[0013] Step S7: Check the draft depth H under the towing condition 拖航工况吃水 Whether the construction requirements are met. If not, execute step S11; if so, execute step S8;

[0014] Step S8: Design the draft depth H according to the in-situ condition. Using the in-situ condition algorithm model, obtain the ballast plan of the reinforced concrete floating foundation under the in-situ condition;

[0015] Step S9: According to the ballast plan of the reinforced concrete floating foundation under the in-situ condition determined in step S8, obtain the Z-direction coordinate of the center of gravity of the reinforced concrete floating foundation under the in-situ condition;

[0016] Step S10: Calculate the steel consumption and concrete consumption of the reinforced concrete floating foundation; judge whether the steel consumption, concrete consumption of the reinforced concrete floating foundation and the Z-direction coordinate of the center of gravity of the reinforced concrete floating foundation under the in-situ condition meet the design requirements; if not, execute step S11; if so, execute step S12;

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

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

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

[0020] The diameter D of the solid concrete heave plate 垂荡板 and height h 垂荡板 ; The side length a of the hollow concrete hexagonal prism 六棱柱 and height h 六棱柱 ; The length L of the hollow concrete rectangular connecting beam 矩形连接梁 and height h 矩形连接梁 , The number N of rectangular partitions arranged in the hollow concrete rectangular connecting beam; The concrete wall thickness of the hollow concrete hexagonal prism is equal to that of the hollow concrete rectangular connecting beam, both of which are σ 砼 ; The diameter D of the steel floating cylinder 钢浮筒 、height h 钢浮筒 and steel wall thickness σ 钢; the diameter D of the steel cross brace 钢横撑 and the 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 said solid concrete heaving plate 垂荡板 :

[0023]

[0024] Where: A 垂荡板 and V 垂荡板 , are respectively the bottom area and volume of the solid concrete heaving plate; ρ 砼 is the concrete density;

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

[0026]

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

[0028] Step S3.3, using formula (3), obtain the weight G of a single said 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 respectively the outer volume and inner volume of a single hollow concrete rectangular connecting beam;

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

[0032]

[0033] Where: A 钢浮筒,外 and A 钢浮筒,内 , are respectively the outer lateral area and inner lateral area of a single steel buoy; V 钢浮筒,外 and V 钢浮筒,内 , are respectively the outer volume and inner volume of a single steel buoy; ρ 钢 is the steel density;

[0034] Step S3.5, using formula (5), obtain the weight G of the steel cross brace 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] Thus, obtain the total weight G of the reinforced concrete floating foundation 浮式基础 .

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

[0040] If the inequality condition is satisfied then

[0041] If the inequality condition is satisfied then where ρ 水 represents the density of water;

[0042] If the inequality condition is satisfied then

[0043] Thus, obtain the draft depth H of the reinforced concrete floating foundation under the installation condition 安装工况吃水 .

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

[0045] Step S6.1, determine the ballast plan for the towing condition as:

[0046] Represent the three steel pontoons as: the first steel pontoon, the second steel pontoon, and the third steel pontoon; under the towing condition, select the first steel pontoon as the main column to directly support the wind turbine tower, then the second steel pontoon and the third steel pontoon are the offset columns and do not support 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, it is necessary to make the ballast weight at the vertex position where the second steel pontoon is located be the ballast water with a weight of G 压载 , and make the ballast weight at the vertex position where the third steel pontoon is located be the ballast water with a weight of G 压载 , and, satisfy G 压载 =G风机塔筒 ;

[0048] Therefore, the total weight G under the towing condition is obtained through 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, determine the draft depth H of the reinforced concrete floating foundation under the towing condition 拖航工况吃水 :

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

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

[0053] Step S6.3, determine the detailed ballast plan for the towing condition as follows:

[0054] The determination method of the detailed ballast plan for the towing condition at the vertex position of the second steel pontoon and the vertex position of the third steel pontoon is the same;

[0055] Therefore, for the vertex position of the second steel pontoon, the ballast water with a weight of G 压载 is required. If the inequality condition G 压载 ≤ V 六棱柱,内 × ρ 水 is satisfied, then the ballast water with a weight of G 压载 is pumped into the hollow concrete hexagonal prism directly below the second steel pontoon;

[0056] If the inequality condition G 压载 > V 六棱柱,内 × ρ 水 is satisfied, then first fill the hollow concrete hexagonal prism directly below the second steel pontoon with water, and then pump the remaining water volume into the second steel pontoon. At this time, the ballast water level 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 the towing condition 拖航工况吃水With the in-place operating draft depth H, the ballast water volume V required for further ballast water at each vertex position of the reinforced concrete floating foundation in the in-place operating condition is obtained using Equation (8). 压在位 :

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

[0060] Step S8.2, if the inequality condition V 压在位 <V 矩形连接梁,内 is satisfied, then ballast water with a volume of V 压在位 is pumped into each hollow concrete rectangular connecting beam to make the in-place operating draft depth reach the in-place operating design draft depth H;

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

[0062] For the first steel floating cylinder acting as the main column: For the ballast water with a volume of V 压在位 , first pump the ballast water into the hollow concrete rectangular connecting beam corresponding to the main column, and pump the remaining ballast water into the hollow concrete hexagonal prism corresponding to the main column, so that a total of ballast water with a volume of V 压在位 is pumped into the hollow concrete rectangular connecting beam and the hollow concrete hexagonal prism corresponding to the main column;

[0063] For the second and third steel floating cylinders acting as offset columns, the in-place operating ballast scheme is the same. Only the in-place operating ballast scheme of the second steel floating cylinder 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 is G 压载 / ρ 水 , which is the ballast water volume corresponding to G 压载 during the towing condition. Then, for the ballast water with a volume of V 压在位 , first pump the ballast water into the hollow concrete rectangular connecting beam corresponding to the second steel floating cylinder, and pump the remaining ballast water into the hollow concrete hexagonal prism corresponding to the second steel floating cylinder to complete the ballasting of the ballast water with a volume of V 压在位 ;

[0065] If V 压在位 +V 压载 >(V 矩形连接梁,内 +V 六棱柱,内 ), then for the volume of V压在位 For the ballast water, first, ballast water is pumped into the hollow concrete rectangular connecting beam corresponding to the second steel pontoon, then ballast water is pumped into the hollow concrete hexagonal prism corresponding to the second steel pontoon, and the remaining ballast water is pumped into the second steel pontoon to complete the ballasting of ballast water with a volume of V 压在位 At this time, the depth H of the ballast water in the second steel pontoon under the in-place working condition 钢浮筒，压载 is as follows:

[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 as follows:

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

[0069]

[0070] Where:

[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] Where:

[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-direction coordinates of the centers of gravity of the solid concrete heaving plate, the hollow concrete hexagonal prism, the hollow concrete rectangular connecting beam, the steel pontoon, the steel cross brace, and the wind turbine tower respectively; z风机塔筒 is the factory parameter of the wind turbine tower; G 压载 is the ballast water weight at the vertex position of each side column during the towage condition; G 压在位 is the weight of the additional ballast water required at each vertex position of the reinforced concrete floating foundation in the in-service condition; G 压在位 = V 压在位 * ρ 水 ; H is the designed draft depth in the in-service condition.

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

[0078] A design and optimization method for a reinforced concrete floating foundation provided by the present invention significantly reduces the steel consumption of the floating foundation and improves the engineering benefits; it can make the stability and motion performance of the concrete floating foundation better and the anti-corrosion performance better; in addition, from different perspectives such as the installation condition, towage condition, and in-service condition, this design method considers the draft of the construction wharf, deeply considers the construction feasibility and convenience, can maximize the promotion of engineering optimization, improve its economy, and is conducive to promoting the development of the industry. Description of the Drawings

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

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

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

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

[0083] Figure 5 is a comparison diagram of the steel consumption of different floating foundation types in an embodiment of the present invention.

[0084] Wherein:

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

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

[0087] C1 - Third steel buoy; C2 - Third concrete hexagonal prism; C3 - Third solid concrete heave plate; C4 - Third concrete rectangular connecting beam; C5 - Third steel cross brace. Specific embodiments

[0088] In order to make the objectives, technical solutions and advantages of the present application clearer, the present application will be further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present application and are not used to limit the present application.

[0089] On the contrary, the present application covers any alternatives, modifications, equivalent methods and solutions made within the essence and scope of the present application as defined by the claims. Further, in order to enable the public to have a better understanding of the present application, some specific details are described in detail in the following detailed description of the present application. Those skilled in the art can fully understand the present application without the description of these details.

[0090] Refer to Figure 1 , the present invention provides a design and optimization method for a reinforced concrete floating foundation, including the following steps:

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

[0092] The reinforced concrete floating foundation is in an equilateral triangle structure. At each vertex position of the triangle, a steel buoy, a hollow concrete hexagonal prism, and a solid concrete heave plate are concentrically arranged. Moreover, the bottom of the steel buoy is fixed to the hollow concrete hexagonal prism; the bottom of the hollow concrete hexagonal prism is fixed to the solid concrete heave plate; a hollow concrete rectangular connecting beam is fixedly connected between every two of the hollow concrete hexagonal prisms; a steel cross brace is fixedly connected between every two of the steel buoys; in the appendix Figure 2 , the equilateral triangle structure reinforced concrete floating foundation has a total of three sets of floating foundation units, namely: the first floating foundation unit, including: the first steel buoy A1, the first concrete hexagonal prism A2, the first solid concrete heave 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 buoy B1, the second concrete hexagonal prism B2, the second solid concrete heave 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 buoy C1, the third concrete hexagonal prism C2, the third solid concrete heave 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 the height h 垂荡板 ; the side length a of the hollow concrete hexagonal prism六棱柱 and height h 六棱柱 ; the length L of the hollow concrete rectangular connecting beam 矩形连接梁 and height h 矩形连接梁 , the number N of rectangular partitions arranged in the hollow concrete rectangular connecting beam; the concrete wall thickness of the hollow concrete hexagonal prism is equal to that of the hollow concrete rectangular connecting beam, both being σ 砼 ; the diameter D of the steel pontoon 钢浮筒 、height h 钢浮筒 and the steel wall thickness σ 钢 ; the diameter D of the steel cross brace 钢横撑 and length L 钢横撑 .

[0094] Step S2, preliminarily determine the structural characteristic parameters of the reinforced concrete floating foundation according to the measured data or the engineering environment characteristic conditions;

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

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

[0097]

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

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

[0100]

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

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

[0103]

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

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

[0106]

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

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

[0109]

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

[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] Thus, obtain the total weight G 浮式基础 of the reinforced concrete floating foundation.

[0113] Considering that the floating foundation satisfies the principle that buoyancy is equal to gravity in each state, that is, it satisfies the following formula:

[0114] F 浮 = ρ 水 V 排 = G

[0115] Wherein, ρ 水 is the density of water, taking 1.025 t / m 3 ; V 排 is the drainage volume of the floating body, which needs to be calculated according to the draft depth. G is the total weight of the floating foundation, internal ballast water and wind turbine tower under the installation condition, towage condition or in-service condition.

[0116] Perform relevant calculations under installation conditions, towing conditions, or in-situ conditions accordingly.

[0117] Step S4: Based on the total weight G of the reinforced concrete floating foundation 浮式基础 , use the installation condition algorithm model to obtain the draft depth H of the reinforced concrete floating foundation under installation conditions 安装工况吃水 ;

[0118] Specifically, step S4 is as follows:

[0119] If the inequality condition is satisfied then

[0120] If the inequality condition is satisfied then where ρ 水 represents the density of water;

[0121] If the inequality condition is satisfied then

[0122] Thus, obtain the draft depth H of the reinforced concrete floating foundation under installation conditions 安装工况吃水 .

[0123] Step S5: Check whether the draft depth H under the installation conditions 安装工况吃水 meets the construction requirements. If not, execute step S11; if so, execute step S6;

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

[0125] Specifically, step S6 is as follows:

[0126] Step S6.1: Determine the ballast plan for the towing condition as:

[0127] Represent the three steel pontoons as: the first steel pontoon, the second steel pontoon, and the third steel pontoon; under the towing condition, select the first steel pontoon as the main column to directly support the wind turbine tower, then the second steel pontoon and the third steel pontoon are the offset columns and do not support 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, it is necessary to make the ballast weight at the vertex position where the second steel pontoon is located be the ballast water with a weight of G 压载 , and make the ballast weight at the vertex position where the third steel pontoon is located be the ballast water with a weight of G 压载 , and, satisfy G 压载 = G 风机塔筒 ;

[0129] Therefore, the total weight G under the towing condition is obtained through Equation (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: Determine the draft depth H of the reinforced concrete floating foundation under the towing condition 拖航工况吃水 :

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

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

[0134] Step S6.3: Determine the detailed ballast plan for the towing condition as follows:

[0135] The determination method of the detailed ballast plan for the vertex position of the second steel pontoon and the vertex position of the third steel pontoon is the same; therefore, only the relevant design of the vertex position of the second steel pontoon will be introduced.

[0136] Therefore, for the vertex position of the second steel pontoon, it is necessary to ballast with a weight of G 风机塔筒 equal to the weight of the wind turbine tower G 压载 of ballast water, G 压载 = G 风机塔筒 , if the inequality condition G 压载 ≤ V 六棱柱,内 × ρ 水 is satisfied, then the ballast water with a weight of G 压载 is pumped into the hollow concrete hexagonal prism directly below the second steel pontoon;

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

[0138] That is to say, in the towing condition, the main column supports the wind turbine tower barrel. At the positions of the two offset columns, in order to ensure the balance in the towing condition, ballast water with the same weight as the wind turbine tower barrel needs to be loaded at each offset column. First, the hollow concrete hexagonal prism is filled. If the space is not enough, ballast is continued in the steel floating drum above. In the towing condition, no ballast water is loaded in the hollow concrete rectangular connecting beam.

[0139] Step S7, check the draft depth H under the towing condition 拖航工况吃水 Whether it meets the construction requirements. If not, execute step S11; if it meets, execute step S8;

[0140] Step S8, design the draft depth H according to the in-place condition, and use the in-place condition algorithm model to obtain the ballast plan of the reinforced concrete floating foundation under the in-place 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 the towing condition 拖航工况吃水 And the draft depth H designed according to the in-place condition, use formula (8) to obtain the ballast water volume V that needs to be further ballasted at each vertex position of the triangle of the reinforced concrete floating foundation in the in-place condition 压在位 :

[0143] V 压在位 =(H - H 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 motion performance, the ballast water is first ballasted inside the three hollow concrete rectangular connecting beams.

[0145] Step S8.2, if the inequality condition V 压在位 <V 矩形连接梁,内 is satisfied, then press the ballast water with a volume of V 压在位 into each hollow concrete rectangular connecting beam to make the draft depth in the in-place condition reach the draft depth H designed according to the in-place condition;

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

[0147] For the first steel floating drum serving as the main column: for the volume of V 压在位For the ballast water, first press the ballast water into the hollow concrete rectangular connecting beam corresponding to the main column, and then press the remaining ballast water into the hollow concrete hexagonal prism corresponding to the main column, so that a total of ballast water with a volume of V is pressed into the hollow concrete rectangular connecting beam and the hollow concrete hexagonal prism corresponding to the main column. 压在位 of ballast water;

[0148] For the second steel floating cylinder and the third steel floating cylinder as offset columns, the ballast schemes under the in-place working conditions are the same. Only the ballast scheme of the second steel floating cylinder under the in-place working condition 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 is G 压载 / ρ 水 , which is the ballast water volume corresponding to G 压载 under the towing working condition. Then, for the ballast water with a volume of V 压在位 , first press the ballast water into the hollow concrete rectangular connecting beam corresponding to the second steel floating cylinder, and then press the remaining ballast water into the hollow concrete hexagonal prism corresponding to the second steel floating cylinder to complete the ballasting of the ballast water with a volume of V 压在位 .

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

[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: Obtain the Z-direction coordinate of the center of gravity of the reinforced concrete floating foundation under the in-place working condition according to the ballast scheme of the reinforced concrete floating foundation under the in-place working condition determined in Step S8;

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

[0154]

[0155] Among them:

[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] Among them:

[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 - direction coordinates of the center of gravity of the solid concrete heaving plate, the hollow concrete hexagonal prism, the hollow concrete rectangular connecting beam, the steel floating drum, the steel cross brace and the wind turbine tower respectively; z 风机塔筒 is the factory parameter of the wind turbine tower; G 压载 is the ballast water weight at the vertex position of each side column during the towing condition; G 压在位 is the weight of the additional ballast water required at each vertex of the triangle of the reinforced concrete floating foundation during the in - place condition, G 压在位 = V 压在位 *ρ 水 ; H is the designed draft depth during the in - place condition.

[0162] Step S10, calculate the steel consumption and concrete consumption of the reinforced concrete floating foundation; determine whether the steel consumption, concrete consumption of the reinforced concrete floating foundation and the Z - direction coordinate of the center of gravity of the reinforced concrete floating foundation under the in - place condition meet the design requirements; if not, execute step S11; if so, execute step S12; among them, information such as the steel consumption and concrete volume of the floating foundation can be used to evaluate its economy and motion performance. When the draft and economy do not meet the relevant requirements, relevant configuration parameters can be modified to optimize the floating foundation.

[0163] Step S11: Adjust the structural characteristic parameters of the reinforced concrete floating foundation and return to Step S3;

[0164] Step S12: Output the structural characteristic parameters of the designed reinforced concrete floating foundation and end the process.

[0165] It can be understood that the design process and optimization method of the lightweight concrete floating foundation provided by the embodiments of the present invention are not limited to concrete foundations. The entire design concept and optimization process are also applicable to foundations such as pure steel. The present invention fully considers the construction conditions under 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 engineering practice, greatly improving work efficiency and ensuring engineering safety, and will play an important role in the preliminary design of floating offshore wind power systems.

[0166] Next, the effectiveness of the method of the present disclosure embodiment is verified:

[0167] Figure 2 is the reinforced concrete floating foundation model of the embodiments of the present invention, which includes steel floating cylinders, concrete hexagonal prisms, solid concrete heave plates, concrete rectangular connecting beams, steel cross braces, etc. Based on the optimized floating foundation, a calculation software is used for modeling and calculation, and its analysis model is as Figure 2 shown; Figure 3 shows the mooring force under the in-place condition obtained from the integrated calculation and analysis of the concrete floating foundation. It can be seen from Figure 3 that when the wind, wave, and current act at 180° (from right to left), when the No. 1 mooring breaks, the maximum force on the No. 2 mooring is 14000 kN, which is less than the bearing capacity of 20000 kN, having a large safety margin. Figure 4 shows the displacement time history obtained from the integrated calculation and analysis of the floating foundation. It can be seen from Figure 4 that the maximum displacement is 41 m, which is less than the requirement of 45 m controlled by the working condition.

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

[0169] A design and optimization method for a reinforced concrete floating foundation provided by the present invention significantly reduces the steel consumption of the floating foundation and improves the engineering benefits; it can make the concrete floating foundation have better stability, motion performance and anti-corrosion performance; in addition, from different perspectives such as the installation condition, the towing condition, and the in-place condition, this design method considers the draft of the construction wharf, deeply considers the construction feasibility and convenience, can maximize the promotion of engineering optimization, improve its economy, and is conducive to promoting the development of the industry.

[0170] The above are only the preferred embodiments of the present invention. It should be pointed out that for those of ordinary skill in the art in this technical field, without departing from the principle of the present invention, several improvements and refinements can be made, and these improvements and refinements should also be regarded as the protection scope of the present invention.

Claims

1. A design and optimization method for a reinforced concrete floating foundation, characterized in that, It includes the following steps: Step S1, determine the structure of the reinforced concrete floating foundation: The reinforced concrete floating foundation is in an equilateral triangle structure. At each vertex position of the triangle, a steel floating cylinder, a hollow concrete hexagonal prism, and a solid concrete heaving plate are concentrically arranged. Moreover, the bottom of the steel floating cylinder is fixed to the hollow concrete hexagonal prism; the bottom of the hollow concrete hexagonal prism is fixed to the solid concrete heaving plate; a hollow concrete rectangular connecting beam is fixedly connected between every two of the hollow concrete hexagonal prisms; a steel cross brace is fixedly connected between every two of the steel floating cylinders; Step S2, preliminarily determine the structural characteristic parameters of the reinforced concrete floating foundation according to the engineering environment characteristic conditions; Step S3, obtain the total weight G of the reinforced concrete floating foundation according to the structural characteristic parameters of the reinforced concrete floating foundation 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, obtain the draft depth H of the reinforced concrete floating foundation under the installation condition 安装工况吃水 ; Step S5, check the draft depth H under the installation condition 安装工况吃水 to see if it meets the construction requirements. If not, execute step S11; if so, execute step S6; Step S6: Determine the ballast plan for the towing condition. Using the algorithm model for the towing condition, obtain the draft depth H of the reinforced concrete floating foundation under the towing condition 拖航工况吃水 ; Step S7, check the draft depth H under the towing condition 拖航工况吃水 to see if it meets the construction requirements. If not, execute step S11; if it does, execute step S8; Step S8, design the draft depth H according to the in-place working conditions, and use the in-place working condition algorithm model to obtain the ballast plan of the reinforced concrete floating foundation under the in-place working conditions; Step S9, according to the ballast plan of the reinforced concrete floating foundation under the in-place working conditions determined in step S8, obtain the Z-direction coordinate of the center of gravity of the reinforced concrete floating foundation under the in-place working conditions; Step S10, calculate the steel consumption and concrete consumption of the reinforced concrete floating foundation; judge whether the steel consumption, concrete consumption of the reinforced concrete floating foundation, and the Z-direction coordinate of the center of gravity of the reinforced concrete floating foundation under the in-place working conditions meet the design requirements; if not, execute step S11; if so, execute step S12; Step S11, adjust the structural characteristic parameters of the reinforced concrete floating foundation, and return to step S3; Step S12, output the structural characteristic parameters of the reinforced concrete floating foundation obtained by the current design, and end the process.

2. A design and optimization method for a reinforced concrete floating foundation according to claim 1, characterized in that, The structural characteristic parameters of the reinforced concrete floating foundation include: The diameter D of the solid concrete heaving plate 垂荡板 and the height h 垂荡板 ; The side length a of the hollow concrete hexagonal prism 六棱柱 and the height h 六棱柱 ; The length L of the hollow concrete rectangular connecting beam 矩形连接梁 and the height h 矩形连接梁 , the number N of rectangular partitions arranged in the hollow concrete rectangular connecting beam; The concrete wall thickness of the hollow concrete hexagonal prism is equal to that of the hollow concrete rectangular connecting beam, both are σ 砼 ; The diameter D of the steel buoy 钢浮筒 、height h 钢浮筒 and the steel wall thickness σ 钢 ; The diameter D of the steel cross brace 钢横撑 and the length L 钢横撑 .

3. A design and optimization method for a reinforced concrete floating foundation 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 said solid concrete heaving plate 垂荡板 : Where: A 垂荡板 and V 垂荡板 are respectively the bottom area and volume of the solid concrete heaving plate; ρ 砼 is the concrete density; Step S3.2, using formula (2), obtain the weight G of a single hollow concrete hexagonal prism 六棱柱 : Where: A 六棱柱,外 and A 六棱柱,内 are respectively the outer lateral area and the inner lateral area of a single hollow concrete hexagonal prism; V 六棱柱,外 and V 六棱柱,内 are respectively the outer volume and the inner volume of a single hollow concrete hexagonal prism; 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 respectively the outer volume and the inner volume of a single hollow concrete rectangular connecting beam; Step S3.4, using formula (4), obtain the weight G of a single steel buoy 钢浮筒 : Where: A 钢浮筒,外 and A 钢浮筒,内 are respectively the outer area and the inner area of a single steel pontoon; V 钢浮筒,外 and V 钢浮筒,内 are respectively the outer volume and the inner volume of a single steel pontoon; ρ 钢 is the density of steel; Step S3.5, using formula (5), obtain the weight G of the steel cross brace 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) Thus, the total weight G of the reinforced concrete floating foundation is obtained 浮式基础 .

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

5. A design and optimization method for a reinforced concrete floating foundation according to claim 2, characterized in that, Step S6 is specifically as follows: Step S6.1, determine the ballast plan for the towing condition as: Represent the three steel floating cylinders as: the first steel floating cylinder, the second steel floating cylinder, and the third steel floating cylinder; under the towing condition, select the first steel floating cylinder as the main column to directly support the wind turbine tower, then the second steel floating cylinder and the third steel floating cylinder are the offset columns and do not support the wind turbine tower; The weight of the fan tower is G 风机塔筒 ; To ensure the overall balance of the system, it is necessary to make the ballast weight at the vertex position where the second steel pontoon is located be the ballast water of G 压载 , and make the ballast weight at the vertex position where the third steel pontoon is located be the ballast water of G 压载 , and satisfy G 压载 = G 风机塔筒 ; Therefore, the total weight G under the towing condition is obtained through formula (7). 拖航工况 : Step S6.2, determining the draft depth H of the reinforced concrete floating foundation under the towage condition 拖航工况吃水 : If the inequality condition is satisfied then the draft under the towing condition If the inequality condition is satisfied then the draft under the towing condition Step S6.3, determine the detailed ballast plan for the towing condition as: The determination methods of the detailed ballast plans for the towing conditions at the vertex positions where the second steel floating cylinder and the third steel floating cylinder are located are the same; Therefore, for the vertex position where the second steel pontoon is located, the required ballast weight is G 压载 of ballast water. If the inequality condition G 压载 ≤V 六棱柱,内 ×ρ 水 is satisfied, then the ballast water with a weight of G 压载 is pumped into the hollow concrete hexagonal prism directly below the second steel pontoon; If the inequality condition G 压载 > V 六棱柱,内 × ρ 水 is satisfied, then first fill the hollow concrete hexagonal prism directly below the second steel pontoon with water, and then load the remaining water volume into the second steel pontoon. At this time, the ballast water level H 钢浮筒压载水位 = (G 压载 - ρ 水 × V 六棱柱,内 ) / A 钢浮筒,内 .

6. A design and optimization method for a reinforced concrete floating foundation according to claim 2, characterized in that Step S8 is specifically as follows: Step S8.1, according to the draft depth H of the reinforced concrete floating foundation under the towing condition 拖航工况吃水 and the designed draft depth H under the in-service condition, the ballast water volume V of the ballast water that needs to be further added at each vertex position of the triangle of the reinforced concrete floating foundation under the in-service 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 压在位 <V 矩形连接梁,内 is satisfied, then ballast water with a volume of V 压在位 is pressed into each hollow concrete rectangular connecting beam so that the draft at the in-place condition reaches the designed draft H at the in-place condition; If the inequality condition V 矩形连接梁,内 <V 压在位 <(V 矩形连接梁,内 +V 六棱柱,内 ) is satisfied, perform the following operations: For the first steel pontoon as the main column: For the ballast water with a volume of V 压在位 First, press the ballast water into the hollow concrete rectangular connecting beam corresponding to the main column. Then, press the remaining ballast water into the hollow concrete hexagonal prism corresponding to the main column, so that a total of ballast water with a volume of V 压在位 is pressed into the hollow concrete rectangular connecting beam and the hollow concrete hexagonal prism corresponding to the main column; For the second steel floating cylinder and the third steel floating cylinder as the offset columns, the in-place working condition ballast plans are the same. Only describe the in-place working condition ballast plan of the second steel floating cylinder: If V 压在位 +V 压载 <(V 矩形连接梁,内 +V 六棱柱,内 ), V 压载 is G 压载 / ρ 水 , which is the ballast water volume corresponding to G 压载 in the towage condition. Then, for the ballast water with a volume of V 压在位 , first press the ballast water into the hollow concrete rectangular connecting beam corresponding to the second steel pontoon, and press the remaining ballast water into the hollow concrete hexagonal prism corresponding to the second steel pontoon to complete the ballasting of the ballast water with a volume of V 压在位 . If V 压在位 + V 压载 >(V 矩形连接梁,内 + V 六棱柱,内 ), then for the ballast water with a volume of V 压在位 , first press the ballast water into the hollow concrete rectangular connecting beam corresponding to the second steel pontoon, then press the ballast water into the hollow concrete hexagonal prism corresponding to the second steel pontoon, and press the remaining ballast water into the second steel pontoon to complete the ballasting of the ballast water with a volume of V 压在位 . At this time, the depth H 钢浮筒，压载 of the ballast water in the second steel pontoon under the in-place working condition is: 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 .

7. A design and optimization method for a reinforced concrete floating foundation according to claim 2, characterized in that, Step S9 is: Taking the horizontal plane as the XY plane, the Z-direction coordinate of the center of gravity of the reinforced concrete floating foundation under the in-place working conditions is solved by the following formula: Where: 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 ) Where: 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 - direction coordinates of the centers of gravity of the solid concrete heaving plate, the hollow concrete hexagonal prism, the hollow concrete rectangular connecting beam, the steel pontoon, the steel cross brace and the wind turbine tower barrel respectively; z 风机塔筒 is the factory parameter of the wind turbine tower barrel; G 压载 is the ballast water weight at the vertex position of each side column under the towing condition; G 压在位 is the weight of the additional ballast water required at each vertex position of the reinforced concrete floating foundation under the in - place condition, G 压在位 =V 压在位 *ρ 水 ; H is the designed draft under the in - place condition.

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