Method for determining normal section bending moment of steel-concrete hybrid wind power lattice type tower transfer structure under bending working condition

Abstract

The embodiment of the invention discloses a method for determining the normal section bending moment of a steel-concrete hybrid wind power lattice type tower transfer structure under the bending working condition. The method comprises the steps that the geometric size of the transfer structure, the size of a flange plate, the preset downward axial force and the preset total bending moment are obtained; the transfer structure of any arc angle in the transfer structures is taken as an isolation body for stress analysis to obtain the stress condition, the stress condition comprises vertical shearing force acting on the normal section centroid of the isolation body, and the horizontal plane where the acting point of the vertical shearing force is located and the axis of the isolation body intersect at an intersection point O; determining the moments of all loads to the intersection point O in the isolator based on the stress condition, the flange plate size, the total bending moment, the geometric size and the axial force; and then obtaining a corresponding normal section bending moment through a pre-established normal section bending moment formula. According to the method, the blank of an existing design specification is filled, the reliability of a calculation result is ensured, a scientific basis is provided for optimization design and safety evaluation of the switching structure, and the engineering risk is reduced.

Description

Technical Field

[0001] This invention relates to the field of wind power tower structure design, specifically to a method for determining the bending moment of the positive section of a steel-concrete hybrid wind power lattice tower transition structure under bending conditions. Background Technology

[0002] With the rapid development of wind power technology, steel-concrete hybrid lattice towers have been widely used in wind power engineering due to their high load-bearing capacity, excellent lateral stiffness, and significant economic advantages. As a key force-transferring component connecting the upper steel tower section and the lower concrete lattice tower, the stress characteristics of the transition structure under complex load coupling directly affect the safety and reliability of the overall structure. However, current domestic and international design codes do not provide clear calculation methods for the stress analysis of lattice tower transition structures, leading to engineering designs relying heavily on simplified models or empirical formulas. Such simplified methods cannot accurately reflect the actual stress distribution of the transition structure under combined compression and bending conditions, potentially resulting in conservative structural designs or safety hazards. Therefore, it is urgent to establish a theoretically derived method for accurately calculating the bending moment of the normal section of lattice tower transition structures to fill the existing technological gap and provide a scientific basis for structural optimization design and safety assessment. Summary of the Invention

[0003] To address the technical problems mentioned in the background section, this invention proposes a method for determining the bending moment of the positive section of a steel-concrete hybrid wind turbine lattice tower transition structure under compression and bending conditions. This method accurately calculates the bending moment distribution of the transition structure under complex loads, providing a theoretical basis for structural design and reinforcement.

[0004] To achieve the above-mentioned technical objectives, the technical solution of the present invention is as follows:

[0005] A method for determining the bending moment of a steel-concrete hybrid wind turbine lattice tower transition structure under compression-bending conditions, the method comprising:

[0006] Obtain the geometric dimensions of the conversion structure, the flange dimensions, the preset downward axial force, and the preset total bending moment composed of the fan eccentric bending moment, aerodynamic thrust bending moment, and wind load bending moment;

[0007] Take any arc corner of the transition structure as the isolation body and perform force analysis to obtain the corresponding force situation. The force situation includes the vertical shear force acting on the centroid of the positive section of the isolation body. The horizontal plane where the point of application of the vertical shear force is located intersects the axis of the isolation body at the intersection point O.

[0008] Based on the stress conditions, flange dimensions, total bending moment, geometric dimensions, and axial force, determine the moments of all loads in the isolator about the intersection point O;

[0009] Based on the moments of all loads in the isolated body about the intersection point O, the corresponding normal section bending moment is obtained through a pre-established normal section bending moment formula.

[0010] In an optional implementation, the moments of all loads in the isolator about the intersection point O include:

[0011] The moment of the concentrated force at the corner prism acting on the bottom section of the isolator about point O The moment of the concentrated horizontal force acting on the bottom cross section of the isolator about point O. The concentrated force q acting on the top section of the isolator y Moments about point O The vertical shear force F acting on the centroid of the cross section of the isolated body y Moments about point O ;

[0012] Formula for calculating the bending moment of the normal section The formula for the bending moment of the normal section is:

[0013] ;

[0014] In the formula, α represents half of the arc angle.

[0015] In an optional embodiment, the steel-concrete hybrid wind turbine lattice tower includes a lattice tower, a transition structure, a flange, a wind turbine, and a steel tower section, wherein the transition structure is equipped with high-strength bolts;

[0016] The axial force N is calculated using the following formula:

[0017] ;

[0018] In the formula, G represents the axial pressure, including the gravity load of the wind turbine and the self-weight of the steel tower section; P represents the prestress generated by the high-strength bolts; n represents the number of high-strength bolts; and F... P This indicates the prestressing force generated by the prestressing tendons and acting on the corner columns of the lattice tower.

[0019] The geometric dimension includes the distance L from the point of application of the reaction force of the corner column to the axis of the transition structure. Ry The cross-sectional area A of the corner prism c and the moment of inertia I of the corner prism c The force conditions mentioned include the concentrated force of the corner prism;

[0020] The reaction force R of each of the corner pillars caused by the axial force y As the concentrated force of the cornerstone;

[0021] According to L Ry and R y calculate The formula is:

[0022] ;

[0023] According to N, A c I c L Ry The reaction force R of the corner prism is calculated using the total bending moment M. y The formula is as follows:

[0024] ;

[0025] In the formula, R y,N R is the axial compressive reaction force on each of the corner prisms caused by the axial force. y,M The bending moment reaction force on each of the corner columns caused by the total bending moment M.

[0026] In an optional implementation, the geometry includes the horizontal concentrated force R. x The distance from the point of application to the bottom of the transition structure The force conditions described include the concentrated force in the horizontal direction;

[0027] The horizontal reaction force R caused by the tilt angle β of the corner pillar x As the concentrated force in the horizontal direction, R is calculated based on β. x The formula is as follows:

[0028] ;

[0029] according to and R x calculate The formula is as follows:

[0030] .

[0031] In an optional embodiment, the geometry includes the inner radius r of the top cross-section of the transition structure. at And the distance from the point of action of the high-strength bolt to the inner edge of the top section of the transition structure. ;

[0032] According to r at , and q y calculate The formula is as follows:

[0033] .

[0034] In an optional embodiment, the flange dimensions include the flange outer diameter D and the flange inner diameter d, and the concentrated force q is calculated using the following formula. y :

[0035] ;

[0036] In the formula, q M q represents the non-uniformly distributed line load acting at the anchorage of the high-strength bolt. N I represents the line load acting on the top section of the transition structure. f Let M be the moment of inertia of the flange section, and M be the total bending moment.

[0037] Calculate I based on D and d f The formula is as follows:

[0038] .

[0039] In an optional implementation, the geometric dimension includes the distance from the point of application of the vertical shear force to the axis of the transition structure. According to N, and R y calculate The formula is as follows:

[0040] ;

[0041] .

[0042] The embodiments of this application have the following beneficial effects:

[0043] This application discloses a method for determining the bending moment of a steel-concrete hybrid wind turbine lattice tower transition structure under compression and bending conditions. The method involves obtaining the geometric dimensions of the transition structure, flange dimensions, a preset downward axial force, and a preset total bending moment composed of the wind turbine eccentric bending moment, aerodynamic thrust bending moment, and wind load bending moment. A stress analysis is performed on the transition structure at any arc angle as an isolator to obtain the corresponding stress conditions. These stress conditions include the vertical shear force acting on the centroid of the isolator's cross-section, with the horizontal plane where the vertical shear force acts intersecting the isolator's axis at point O. Based on the stress conditions, flange dimensions, total bending moment, geometric dimensions, and axial force, the moments of all loads in the isolator about point O are determined. Finally, the corresponding bending moment is obtained using a pre-established formula for the bending moment of the cross-section, based on the moments of all loads in the isolator about point O. This application not only fills the gap in the existing design specifications for steel-concrete hybrid wind turbine lattice towers; through theoretical derivation and finite element verification, it ensures the reliability of the calculation results; it also provides a scientific basis for the optimized design and safety assessment of transition structures, reducing engineering risks. Attached Figure Description

[0044] To more clearly illustrate the technical solution of the present invention, the accompanying drawings required in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of the present invention and should not be regarded as a limitation on the scope of protection of the present invention.

[0045] Figure 1 This diagram shows the location of the steel-concrete hybrid wind power lattice tower transfer structure proposed in this application on the tower.

[0046] Figure 2 A schematic diagram of the steel-concrete hybrid tower transition structure according to an embodiment of this application is shown;

[0047] Figure 3 A schematic diagram of the adapter structure according to an embodiment of this application is shown;

[0048] Figure 4 A schematic diagram of the stress on the adapter structure according to an embodiment of this application is shown;

[0049] Figure 5 A partial force diagram of the adapter structure according to an embodiment of this application is shown;

[0050] Figure 6 A schematic diagram of the transfer structure isolation body and its load distribution according to an embodiment of this application is shown;

[0051] Figure 7 A comparison diagram of finite element simulation values ​​and theoretical calculation values ​​for different taper of the transition structure in embodiments of this application is shown;

[0052] Figure 8 A comparison diagram of finite element simulation values ​​and theoretical calculation values ​​for flanges at different anchorage positions according to an embodiment of this application is shown.

[0053] Figure 9 A comparison diagram of finite element simulation values ​​and theoretical calculation values ​​for prestressed concrete columns with different inclination angles according to embodiments of this application is shown. Detailed Implementation

[0054] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. The following specific examples illustrate the implementation of the present invention. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification. The present invention can also be implemented or applied through other different specific embodiments, and the details in this specification can also be modified or changed based on different viewpoints and applications without departing from the spirit of the present invention.

[0055] It should be noted that the illustrations provided in this embodiment are only schematic representations of the basic concept of the present invention. Therefore, the specific loads and dimensions described below may be arbitrarily changed and are only used to complement the content disclosed in the specification for those skilled in the art to understand and read. They are not intended to limit the implementation conditions of the present invention and therefore have no substantial technical significance. Any modifications to the methods and parameters, changes to the loads, or adjustments to the dimensions, without affecting the effects and objectives that the present invention can produce, still fall within the scope of the technical content disclosed in the present invention.

[0056] To more clearly demonstrate the implementation steps and advantages of this invention, the specific implementation methods are described below with reference to the illustrations.

[0057] This application proposes a method for determining the bending moment of the cross-section of a steel-concrete hybrid wind turbine lattice tower transition structure under compression-bending conditions. This method fills a gap in existing design specifications, ensures the reliability of calculation results, and provides a scientific basis for the optimized design and safety assessment of transition structures, thereby reducing engineering risks. The specific implementation steps of this method are illustrated below:

[0058] By acquiring the geometric dimensions of the transfer structure, flange dimensions, preset downward axial force, and preset total bending moment composed of wind turbine eccentric bending moment, aerodynamic thrust bending moment, and wind load bending moment; taking any arc angle of the transfer structure as the isolator for stress analysis, the corresponding stress conditions are obtained. The stress conditions include the vertical shear force acting on the centroid of the isolator's cross-section, and the horizontal plane where the vertical shear force is applied intersects the axis of the isolator at intersection point O; based on the stress conditions, flange dimensions, total bending moment, geometric dimensions, and axial force, the moments of all loads in the isolator about intersection point O are determined; and based on the moments of all loads in the isolator about intersection point O, the corresponding cross-section bending moment is obtained through the pre-established cross-section bending moment formula.

[0059] Specifically, the steel-concrete hybrid wind turbine lattice tower includes a wind turbine, a steel tower, flanges, a transition structure, and a lattice tower. The steel tower is connected to the transition structure via flanges. The main body of the lattice tower consists of four corner steel pipe columns, which serve as the main load-bearing components. These corner columns are prestressed concrete columns and can be circular. The transition structure has n high-strength bolts. The transition structure is a concrete transition structure, and its position on the steel-concrete hybrid wind turbine lattice tower is as follows: Figure 1 As shown, the steel-concrete hybrid wind power lattice tower of this application is well known to those skilled in the art and will not be described in detail here.

[0060] like Figure 2 and Figure 3As shown, the aforementioned transition structure is equipped with prestressed anchors and high-strength bolts. When the flange is anchored at different positions, the distance from the point of action of the high-strength bolts to the inner edge of the top section of the transition structure is different. The prestressed anchors are equipped with prestressed tendons, i.e., prestressed steel bars. The transition structure is equipped with top circumferential steel bars and bottom circumferential steel bars. The geometric dimensions of the transition structure and the flange dimensions can be determined by pre-design or obtained by actual measurement.

[0061] This scheme calculates the bending moment of the steel-concrete hybrid wind turbine lattice tower transfer structure under compression-bending conditions under the following assumptions. The four stress assumptions include: assuming that the top and bottom sections of the transfer structure conform to the plane section assumption; assuming that the transfer structure is under full-section compression, ignoring the effects of interface opening and bottom friction; and assuming that the resultant shear stress of the section is applied at the centroid of the cross-section.

[0062] When the steel-concrete hybrid wind turbine lattice tower transition structure is under compression-bending conditions, the stress diagram of the transition structure is as follows: Figure 4 and Figure 5 As shown, the load borne by the transition structure is a downward axial force N, which includes axial pressure G, preload P generated by high-strength bolts, and concentrated preload F generated by prestressing tendons acting on the four corner columns of the lattice tower. P Each preload is expressed as F. P The axial pressure G consists of the wind turbine gravity load G1 and the self-weight G2 of the steel tower section. The axial pressure G is then compared with the prestress P generated by the high-strength bolts and the prestress F generated by the prestressing tendons. P Simplified to a downward axial force N, the total bending moment M, composed of the wind turbine eccentric bending moment, aerodynamic thrust bending moment, and wind load bending moment, and the downward axial force N can both be predetermined by design or determined based on actual conditions. Flange dimensions include the outer and inner diameters. Geometric dimensions include the number of high-strength bolts. The magnitude of the downward axial force N is... , in the formula, 4F P P represents the concentrated preload acting on the four corner columns of the transition structure, and F represents the preload generated by each high-strength bolt. P Both P and n can be preset. n is the number of high-strength bolts, which can be pre-designed or determined based on actual conditions.

[0063] In practice, the geometric dimensions of the aforementioned transition structure include the outer radius of the bottom section of the transition structure, the inner radius of the bottom section of the transition structure, the height of the transition structure, and the outer radius R of the top section of the transition structure. at The inner radius r of the top section of the transition structure at The distance L from the point of application of the high-strength bolt to the inner edge of the top section of the transition structure qy .

[0064] The downward axial force N above the transition structure generates a force equivalent to N / 2π (r) at +L qy The line load q N That is, the line load acting on the top section of the transition structure: q N= N / 2π(r) at +L qy ), where r at L is the inner radius of the top section of the transition structure. qy This is the distance from the point of application of the high-strength bolt to the inner edge of the top section of the transition structure.

[0065] Furthermore, the flange dimensions include the outer diameter and the inner diameter of the flange. In this application, the total bending moment M, which consists of the eccentric bending moment of the wind turbine, the aerodynamic thrust bending moment, and the wind load bending moment, i.e., the bending moment load M acting on the top of the transition structure, is transformed into a non-uniformly distributed load σ(y) acting on the top section of the transition structure. The magnitude of σ(y) is obtained by the following formula:

[0066]

[0067]

[0068]

[0069] In the formula, M is the bending moment load, i.e., the total load; y is the distance from the calculation point to the central axis, determined based on the distance from the point of action of the high-strength bolt to the inner edge of the top section of the transition structure and the inner radius of the top section of the transition structure; I f Let be the moment of inertia of the flange section; D be the outer diameter of the flange; d be the inner diameter of the flange; and α be half of the arc angle when a free body with an arc angle of 2α is isolated for force analysis.

[0070] The distributed load σ(y) is transformed into a non-uniform partial wiring load q acting at the high-strength bolt anchorage. M q M The size is calculated by the following formula:

[0071]

[0072] In this application, all external loads on the transfer structure isolation body are also equivalent to a concentrated force q. y Concentration q y The size is calculated by the following formula:

[0073]

[0074] Furthermore, the geometric dimensions include the cross-sectional area and moment of inertia of the concrete columns, specifically the cross-sectional area and moment of inertia of the corner columns. The reaction force R on each corner column caused by the axial force N is...y,N That is, axial compressive reaction force: R y,N =N / 4. The bending moment reaction force on each corner column caused by the bending moment load M is R. y,M The result is obtained by the following formula:

[0075]

[0076] In the formula, R y,N R is the reaction force in the concrete column caused by axial compression load, i.e., the axial compression reaction force; y,M The reaction force of the concrete column caused by the bending moment load, i.e., the bending moment reaction force; A c I is the cross-sectional area of ​​the concrete column; c Let be the moment of inertia of the concrete column.

[0077] The corner column reaction R on each corner column caused by axial compression reaction and bending moment reaction y It can be calculated using the following formula:

[0078]

[0079] The horizontal reaction force R caused by the tilt angle β of each corner column x It is calculated by the following formula;

[0080]

[0081] like Figure 6 As shown, a freestanding body with an arc angle of 2α is selected for force analysis. The force conditions include: a concentrated force q acting on the top section of the freestanding body of the transition structure. y Concentrated corner force R acting on the bottom section of the transition structure isolator y , the above corner column reaction force R y As the concentrated force R of the corner prism y The required bending moment M acting on the cross section of the transfer structure isolator x The vertical shear force F acting on the centroid of the cross section of the transfer structure isolator y The concentrated horizontal force R acting on the bottom surface of the transition structure's isolator, generated by the tapered shape of the corner posts. x The horizontal reaction force R caused by the tilt angle β of each of the above corner pillars. x That is, the point of application of the resultant force of the horizontal stress in the cross section is taken as the concentrated force R in that horizontal direction. x Wherein, the taper Ca is the ratio of the difference in the inner radius of the upper and lower sections of the transition structure to its height.

[0082] Vertical shear force F y The point of application of the horizontal plane intersects the axis of the isolated body at point O. All loads in the isolated body affect the vertical shear force F. yThe moment at point O, the intersection of the horizontal plane where the point of application is located and the axis, is used to obtain the normal section bending moment M through a pre-established formula for normal section bending moment. x The formula for the bending moment of the above-mentioned cross section is as follows:

[0083] ;

[0084] In the formula, Indicates the bending moment of the normal section. R represents the concentrated force R acting on the bottom section of the isolated body. y The moment taken about point O, R represents the concentrated horizontal force acting on the bottom section of the isolated body. x The moment taken about point O, The concentrated force q acting on the top section of the isolated body. y The moment taken about point O, The vertical shear force F acting on the centroid of the cross section of the isolated body. y The moment taken about point O, α represents half of the arc angle.

[0085] Among them, the geometric dimensions include the reaction force R of the corner prism. y The distance L from the point of application to the axis of the transition structure Ry According to L Ry and R y calculate The formula is:

[0086]

[0087] In the formula, L Ry The distance from the point of application of the reaction force of the corner column to the axis of the transition structure can be obtained by measurement or by pre-design.

[0088] according to and R x calculate Calculate the concentrated force R in the horizontal direction x Moments about point O ,as follows:

[0089] ;

[0090] In the formula, It is the distance from the point of application of the concentrated force in the horizontal direction to the bottom of the transition structure.

[0091] According to r at , and q y Calculate the concentrated force q acting on the top section of the isolated body. y Moments about point O ,for:

[0092]

[0093] The geometric dimensions include the distance from the point of application of the vertical shear force to the axis of the transition structure, based on N, and R y Calculate the vertical shear force F acting on the centroid of the normal section of the isolated body. y Moments about point O ,for:

[0094]

[0095]

[0096] In the formula, Indicates vertical shear force. This indicates the distance from the point of application of the vertical shear force to the axis of the transition structure.

[0097] In the specific implementation process, the downward axial force and total bending moment are first determined based on the actual engineering parameters or the pre-designed engineering parameters, that is, the axial pressure G, total bending moment M, bolt preload P, and preload F are determined. P The numerical values ​​are then determined. The geometric dimensions of the transition structure are then determined through measurement or design, including the inner and outer radii and height of the top and bottom sections, the anchorage positions of the prestressing tendons and high-strength bolts, and the number of high-strength bolts. Substituting the parameters of the load and geometric dimensions into the preset normal section bending moment formula, the bending moment value M of each section of the transition structure is calculated. x .

[0098] This application uses a specific operation as an example, with load parameters M=3000 kN⋅m and N=G+nP+4F. pt =6000 kN; The parameters in the geometric dimensions are L. qy =580mm, outer radius R of bottom section of transition structure ab =2350mm, inner radius r of the bottom section of the transition structure ab =1350mm, R at =2050mm, r at =1050mm, the height H of the transition structure is 2000mm, and the inclination angle β of the prestressed concrete column (i.e., the corner column) is 4.3°. Based on this, the taper Ca of the transition structure (the ratio of the difference in inner radii of the upper and lower sections of the transition structure to its height), the inclination angle β of the prestressed concrete column, and L... qy Multiple control groups were set as parameters, and the theoretical calculation values ​​of the multiple control groups were compared with the finite element simulation values ​​to obtain... Figures 7-9 A comparison chart of finite element simulation values ​​and theoretical calculation values. Figures 7-9It can be seen that the error between the theoretical value calculated by the normal section bending moment formula of this application and the finite element simulation value is within the allowable error range, and the normal section bending moment formula can be considered to be effective; moreover, this invention serves reinforcement design, and reinforcement design often takes the maximum value of the bending moment of each section, so the normal section bending moment formula can well meet this requirement.

[0099] In summary, this application provides a method for determining the bending moment of the positive section of a steel-concrete hybrid wind turbine lattice tower transition structure under compression and bending conditions. This method not only fills the gap in existing design specifications for steel-concrete hybrid wind turbine lattice towers, but also ensures the reliability of the calculation results through theoretical derivation and finite element verification. Furthermore, it provides a scientific basis for the optimized design and safety assessment of transition structures, thereby reducing engineering risks.

[0100] The above are merely specific embodiments of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for determining the bending moment of a steel-concrete hybrid wind turbine lattice tower transition structure under compression-bending conditions, characterized in that, The method includes: Obtain the geometric dimensions of the conversion structure, the flange dimensions, the preset downward axial force, and the preset total bending moment composed of the fan eccentric bending moment, aerodynamic thrust bending moment, and wind load bending moment; Take any arc corner of the transition structure as the isolation body and perform force analysis to obtain the corresponding force situation. The force situation includes the vertical shear force acting on the centroid of the positive section of the isolation body. The horizontal plane where the point of application of the vertical shear force is located intersects the axis of the isolation body at the intersection point O. Based on the stress conditions, flange dimensions, total bending moment, geometric dimensions, and axial force, determine the moments of all loads in the isolator about the intersection point O; Based on the moments of all loads in the isolated body about the intersection point O, the corresponding normal section bending moment is obtained through a pre-established normal section bending moment formula.

2. The method for determining the bending moment of a cross section according to claim 1, characterized in that, The moments of all loads in the isolated body about the intersection point O include: The moment of the concentrated force at the corner prism acting on the bottom section of the isolator about point O The moment of the concentrated horizontal force acting on the bottom cross section of the isolator about point O. The concentrated force q acting on the top section of the isolator y Moments about point O The vertical shear force F acting on the centroid of the cross section of the isolated body y Moments about point O ; Formula for calculating the bending moment of the normal section The formula for the bending moment of the normal section is: ， In the formula, α represents half of the arc angle.

3. The method for determining the bending moment of a cross section according to claim 2, characterized in that, The steel-concrete hybrid wind turbine lattice tower includes a lattice tower, a transition structure, a flange, a wind turbine, and a steel tower section. The transition structure is equipped with high-strength bolts. The axial force N is calculated using the following formula: ， In the formula, G represents the axial pressure, including the gravity load of the wind turbine and the self-weight of the steel tower section; P represents the prestress generated by the high-strength bolts; n represents the number of high-strength bolts; and F... P This indicates the prestressing force generated by the prestressing tendons and acting on the corner columns of the lattice tower.

4. The method for determining the bending moment of a cross section according to claim 3, characterized in that, The geometric dimension includes the distance L from the point of application of the reaction force of the corner column to the axis of the transition structure. Ry The cross-sectional area A of the corner prism c and the moment of inertia I of the corner prism c The force conditions mentioned include the concentrated force of the corner prism; The reaction force R of each of the corner pillars caused by the axial force y As the concentrated force of the cornerstone; According to L Ry and R y calculate The formula is: ； According to N, A c I c L Ry The reaction force R of the corner prism is calculated using the total bending moment M. y The formula is as follows: ， In the formula, R y,N R is the axial compressive reaction force on each of the corner prisms caused by the axial force. y,M The bending moment reaction force on each of the corner columns caused by the total bending moment M.

5. The method for determining the bending moment of a cross section according to claim 4, characterized in that, The geometric dimensions include the concentrated force R in the horizontal direction. x The distance from the point of application to the bottom of the transition structure The force conditions described include the concentrated force in the horizontal direction; The horizontal reaction force R caused by the tilt angle β of the corner pillar x As the concentrated force in the horizontal direction, R is calculated based on β. x The formula is as follows: ； according to and R x calculate The formula is as follows: 。 6. The method for determining the bending moment of a cross section according to claim 3, characterized in that, The geometric dimensions include the inner radius r of the top cross-section of the transition structure. at And the distance from the point of action of the high-strength bolt to the inner edge of the top section of the transition structure. ; According to r at , and q y calculate The formula is as follows: 。 7. The method for determining the bending moment of a cross section according to claim 6, characterized in that, The flange dimensions include the outer diameter D and the inner diameter d. The concentrated force q is calculated using the following formula. y : ； In the formula, q M q represents the non-uniformly distributed line load acting at the anchorage of the high-strength bolt. N I represents the line load acting on the top section of the transition structure. f Let M be the moment of inertia of the flange section, and M be the total bending moment. Calculate I based on D and d f The formula is as follows: 。 8. The method for determining the bending moment of a cross section according to claim 4, characterized in that, The geometric dimensions include the distance from the point of application of the vertical shear force to the axis of the transition structure. According to N, and R y calculate The formula is as follows: ； 。

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