All-welded steel truss node tearing path calculation method

Abstract

The invention relates to an all-welded steel truss girder node tearing path calculation method, two sides of a web member in a steel truss girder are in double-arc-edge transition or double-bevel-edge transition, and the method comprises the following steps: determining a web member horizontal plate coefficient lambda based on web member structure parameters; based on the web member structure parameters, the web member horizontal plate coefficient lambda, the bevel edge parameters or the arc edge parameters, the tearing path of the all-welded steel truss girder joint is calculated. The invention provides an all-welded steel truss node tearing path calculation method, which is used for calculating an all-welded steel truss node tearing path on the basis of web member structure parameters, web member horizontal plate coefficients lambda, bevel edge parameters or arc edge parameters, and is suitable for calculating the all-welded steel truss node tearing path when two sides of a web member are in double-arc edge transition or double-bevel edge transition. Therefore, more accurate tear strength is obtained, and a basis is provided for design.

Description

Technical Field

[0001] The invention relates to the technical field of bridge structures, and in particular to a method for calculating a tearing path of a fully welded steel truss node. Background Art

[0002] Steel trusses have excellent overall and local stiffness and are widely used in various bridge types. With the improvement of construction technology, for cross-river and cross-sea bridges, when the main beam adopts steel trusses, the node plate and the web vertical plate are basically arc transition or bevel transition. In order to shorten the construction period, the whole segment hoisting construction is usually adopted. At this time, the main truss generally adopts a fully welded integral node, and the tearing strength is equal to the tearing path length multiplied by the plate thickness multiplied by the allowable stress.

[0003] In the related art, for example, the solutions of Chinese invention patents CN112699448A and CN113420388A provide tearing calculation methods applicable to all-welded integral nodes based on different assumptions, and provide calculation formulas or numerical calculation methods for five common web member transition types. However, the above solutions are not applicable to calculating the tearing path of all-welded steel truss nodes when the web members have double arc edge transitions or double bevel edge transitions on both sides, and the calculated tearing path is inaccurate. Summary of the invention

[0004] The present application aims to solve the technical problem that the relevant technology is not applicable to calculating the tearing path of the fully welded steel truss node when the two sides of the web are double arc edge transition or double bevel edge transition.

[0005] The present application provides a method for calculating the tearing path of a fully welded steel truss node, wherein both sides of the web member of the steel truss are double arc edge transitions or double bevel edge transitions, and the method comprises the following steps:

[0006] Based on the web member structural parameters, determine the web member horizontal plate coefficient Λ;

[0007] The tearing path of the fully welded steel truss node is calculated based on the web member structural parameters, the web member horizontal plate coefficient Λ, the bevel edge parameters or the arc edge parameters.

[0008] In one embodiment, determining the web member horizontal plate coefficient Λ based on the web member structural parameters includes:

[0009] (The belly bar is box-shaped);

[0010] (The belly bar is H-shaped);

[0011] in, α y is the inclination angle of the dovetail plate of the web horizontal plate, δ t is the thickness of the horizontal plate of the web member, and δ0 is the thickness of the node plate.

[0012] In one embodiment, when the web members on both sides of the steel truss are double bevel transitions, the calculation of the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the bevel parameters includes:

[0013] Calculate the conversion factor Δ of the web member and vertical plate;

[0014] The calculation formula is:

[0015] Among them, γ1 and γ2 are the angles between the inclined sides of the vertical plates on both sides of the web and the center line of the web.

[0016] According to whether the tearing path passes through the starting points of the inclined edges of the vertical plates on both sides of the web member, the tearing path values ​​L1 and L2 are calculated respectively;

[0017] The minimum value of L1 and L2 is taken as the tearing path L of the all-welded steel truss node, which is expressed as:

[0018] Among them, when the web is a box section, the correction parameter When the web is an H-shaped section, the modified parameters

[0019] In one embodiment, the tearing path values ​​L1 and L2 are calculated respectively according to whether the tearing path passes through the starting points of the oblique edges of the vertical plates on both sides of the web member, including:

[0020] Assuming that the tearing path does not pass through the starting points of the inclined edges of the vertical plates on both sides of the web, the tearing path value L1 is calculated using the following formula:

[0021]

[0022] Among them, d is the sum of the distances from the inner side of the upper and lower horizontal plates of the web member to the edge of the vertical plate; H1 is the projected length of the distance from the starting point of the hypotenuse corresponding to γ1 to the inner end of the node plate of the horizontal plate of the web member on the same side on the axis of the web member; H2 is the projected length of the distance from the starting point of the hypotenuse corresponding to γ2 to the inner end of the node plate of the horizontal plate of the web member on the same side on the axis of the web member, and D is the clear distance between the upper and lower horizontal plates of the web member;

[0023] The tearing path is set to pass through the starting points of the inclined edges of the vertical plates on both sides of the web, and the tearing path value L2 is calculated using the following formula:

[0024] In one embodiment, when the web members on both sides of the steel truss are double bevel transitions, the calculation of the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the bevel parameters includes:

[0025] Based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the hypotenuse parameters, the distance functions LM(h1,γ1) and LM(h2,γ2) from the fixed point to the double hypotenuse, the contribution function LFY(h1,h2) of the web member horizontal plate to tearing, and the tearing path value LFL(h1,h2) of the node plate between the web member horizontal plates are respectively established;

[0026] Establish the tearing path function and calculate the tearing path L of the fully welded steel truss node.

[0027] The calculation formula is: L(h1,h2)=LM(h1,γ1)+LM(h2,γ2)+LFY(h1,h2)+LFL(h1,h2).

[0028] In one implementation, distance functions LM(h1,γ1) and LM(h2,γ2) from the fixed point to the double hypotenuse are established, and the function LM(h,γ) is defined as:

[0029]

[0030] Among them, γ is the general term for γ1 and γ2, γ1 and γ2 are the angles between the oblique sides of the vertical plates on both sides of the web and the centerline of the web, h is the general term for variables h1 and h2, h1∈[-(H0-H1+H2), H1], h2∈[0, H2], H1 is the projection length of the distance from the starting point of the oblique side corresponding to γ1 to the inner end of the horizontal plate node plate of the web on the same side on the axis of the web; H2 is the projection length of the distance from the starting point of the oblique side corresponding to γ2 to the inner end of the horizontal plate node plate of the web on the same side on the axis of the web, d is the sum of the distances from the inner side of the upper and lower horizontal plates of the web to the edge of the vertical plate,

[0031] The contribution function LFY(h1,h2) of the web horizontal plate to tearing is established and expressed as:

[0032] LFY(h1,h2)=(H1-h1+H2-h2)Λ;

[0033] The tearing path value LFL(h1,h2) of the node plate between the horizontal plates of the web members is established and expressed as:

[0034]

[0035] Among them, H0 is the projection distance of the inner ends of the upper and lower horizontal plate node plates of the web member on the axis of the web member, and D is the clear distance between the upper and lower horizontal plates of the web member.

[0036] In one embodiment, when the two sides of the web member in the steel truss are double arc edge transitions, the calculation of the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the arc edge parameters includes:

[0037]

[0038] Among them, H1 is the projected length of the distance from the arc edge starting point of the web member vertical plate with a radius of R1 to the inner end of the horizontal gusset plate of the web member on the same side on the web member axis, H2 is the projected length of the distance from the arc edge starting point of the web member vertical plate with a radius of R2 to the inner end of the horizontal gusset plate of the web member on the same side on the web member axis, D is the clear distance between the upper and lower horizontal plates of the web member, When the web is a box section, the modified parameters When the web is an H-shaped section, the modified parameters

[0039] In one embodiment, when the two sides of the web member in the steel truss are double arc edge transitions, the calculation of the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the arc edge parameters includes:

[0040] Based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the arc edge parameters, the distance functions LFP(h1) and LFP(h2) from the fixed point to the double arc edge, the contribution function LFY(h1, h2) of the web member horizontal plate to tearing, and the tearing path value LFL(h1, h2) of the node plate between the web member horizontal plates are respectively established;

[0041] Establish the tearing path function and calculate the tearing path L of the fully welded steel truss node.

[0042] The calculation formula is: L(h1,h2)=LFP(h1)+LFP(h2)+LFY(h1,h2)+LFL(h1,h2).

[0043] In one embodiment, distance functions LFP(h1) and LFP(h2) from the fixed point to the double arc edge are established.

[0044] Define the function lfp(h,μ) as:

[0045]

[0046] Define the function LFP(h) as the minimum value of lfp(h,μ) when μ varies in the range [0,0.5π];

[0047] Wherein, h is the general term for variables h1 and h2, h1∈[-(H0-H1+H2), H1], h2∈[0,H2], R1 is the projection length of the distance from the arc edge starting point of the web member vertical plate with a radius of R1 to the inner end of the horizontal plate node plate of the web member on the same side on the axis of the web member; H2 is the projection length of the distance from the arc edge starting point of the web member vertical plate with a radius of R2 to the inner end of the horizontal plate node plate of the web member on the same side on the axis of the web member, H0 is the projection distance of the inner ends of the node plates of the upper and lower horizontal plates of the web member on the axis of the web member, d is the sum of the distances from the inner side of the upper and lower horizontal plates of the web member to the edge of the vertical plate,

[0048] The contribution function LFY(h1,h2) of the web horizontal plate to tearing is established and expressed as:

[0049] LFY(h1,h2)=(H1-h1+H2-h2)Λ;

[0050] The tearing path value LFL(h1,h2) of the node plate between the horizontal plates of the web members is established and expressed as:

[0051]

[0052] Where D is the clear distance between the upper and lower horizontal plates of the web member.

[0053] In one embodiment, the tear path function L(h1, h2) is calculated by a grid method to calculate the shortest tear path length.

[0054] The beneficial effects brought by the technical solution provided in the embodiments of the present application include:

[0055] The present application provides a method for calculating the tearing path of a fully welded steel truss node, which calculates the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, the bevel edge parameters or the arc edge parameters. The method is suitable for calculating the tearing path of the fully welded steel truss node when the two sides of the web member are double arc edge transitions or double bevel edge transitions, so as to obtain a more accurate tearing strength and provide a basis for the design. BRIEF DESCRIPTION OF THE DRAWINGS

[0056] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings required for use in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0057] Figure 1 It is a calculation schematic diagram of double bevel transition on both sides of the web member in one embodiment of the present invention.

[0058] Figure 2It is a calculation schematic diagram of double arc edge transition on both sides of the web in one embodiment of the present invention. DETAILED DESCRIPTION

[0059] In order to enable those skilled in the art to better understand the solution of the present application, the technical solution in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0060] This embodiment provides a method for calculating the tearing path of a fully welded steel truss node, wherein both sides of the web member of the steel truss are double arc edge transitions or double bevel edge transitions, and the method comprises the following steps:

[0061] Step S1, determining the web member horizontal plate coefficient Λ based on the web member structural parameters;

[0062] Step S2, calculating the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, the bevel edge parameters or the arc edge parameters.

[0063] The present embodiment provides a method for calculating the tearing path of a fully welded steel truss node. The tearing path of the fully welded steel truss node is calculated based on the web member structural parameters, the web member horizontal plate coefficient Λ, the bevel edge parameters or the arc edge parameters. The method is suitable for calculating the tearing path of the fully welded steel truss node when the two sides of the web member are double arc edge transitions or double bevel edge transitions, so as to obtain a more accurate tearing strength and provide a basis for the design.

[0064] Each step is described and explained in detail below.

[0065] In one embodiment, step S1, determining the web member horizontal plate coefficient Λ based on the web member structural parameters, comprises:

[0066] (The belly bar is box-shaped);

[0067] (The belly bar is H-shaped);

[0068] in, α y is the inclination angle of the dovetail plate of the web horizontal plate, δ y is the thickness of the horizontal plate of the web member, and δ0 is the thickness of the node plate.

[0069] Through the above scheme, the web member horizontal plate coefficient Λ reflects the web member horizontal plate dovetail plate inclination angle α y and serves as an important parameter for the subsequent calculation of the tearing path.

[0070] like Figure 1As shown, Figure 1 It is a calculation schematic diagram of double bevel transition on both sides of the web member in one embodiment of the present invention.

[0071] In one embodiment, when the two sides of the web member in the steel truss are double bevel transitions, step S2, calculating the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the bevel parameters, includes:

[0072] Step S201, calculating the web member vertical plate conversion coefficient Δ;

[0073] The calculation formula is:

[0074] Among them, γ1 and γ2 are the angles between the inclined sides of the vertical plates on both sides of the web and the center line of the web. The web member vertical plate conversion coefficient Δ reflects the size of the angles γ1 and γ2 between the hypotenuse and the center line of the web.

[0075] Step S202, calculating tear path values ​​L1 and L2 respectively according to whether the tear path passes through the starting points of the oblique edges of the vertical plates on both sides of the web member;

[0076] Step S203: Take the minimum value of L1 and L2 as the tearing path L of the fully welded steel truss node, expressed as: Among them, when the web is a box section, the correction parameter When the web is an H-shaped section, the modified parameters

[0077] Through the above scheme, when the two sides of the web member in the steel truss are double-bevel transitions, a simplified calculation method for the tearing path of the fully welded steel truss node is given. The simplified calculation method is more convenient to use the formula for direct calculation. The possible different situations of the tearing path are judged according to whether the tearing path passes through the bevel starting points of the vertical plates on both sides of the web member to ensure that the calculated tearing path value is the shortest. After multiple engineering applications, it is found that the calculation accuracy of the simplified calculation method fully meets the engineering needs.

[0078] In one embodiment, step S202, respectively calculating tear path values ​​L1 and L2 according to whether the tear path passes through the starting points of the oblique edges of the vertical plates on both sides of the web member comprises:

[0079] Step S2021, set the tearing path not to pass through the starting points of the inclined edges of the vertical plates on both sides of the web member, and calculate the tearing path value L1, the calculation formula is:

[0080]

[0081] Among them, d is the sum of the distances from the inner side of the upper and lower horizontal plates of the web to the edge of the vertical plate; H1 is the projection length of the distance from the starting point of the hypotenuse corresponding to γ1 to the inner end of the node plate of the horizontal plate of the web on the same side on the axis of the web; H2 is the projection length of the distance from the starting point of the hypotenuse corresponding to γ2 to the inner end of the node plate of the horizontal plate of the web on the same side on the axis of the web, and D is the clear distance between the upper and lower horizontal plates of the web.

[0082] Among them, when the web member horizontal plate coefficient Λ is less than the web member vertical plate conversion coefficient Δ, it is a possible tearing path. In this case, the tearing path passes through the inside of the horizontal plate of the web member, and does not pass through the starting point of the inclined edge of the vertical plates on both sides of the web member (i.e., the widening point). It is applicable to the case where the angles γ1 and γ2 between the inclined edge and the center line of the web plate are greater than the dovetail plate inclination angle α of the web member horizontal plate y When the web member horizontal plate coefficient Λ> web member vertical plate conversion coefficient Δ, it is another possible tearing path. In this case, the tearing path passes through the inside of the horizontal plate of the web member, and does not pass through the starting point of the inclined edge of the vertical plates on both sides of the web member (i.e., the widening point). It is applicable to the case where the angles γ1 and γ2 between the inclined edge and the center line of the web plate are less than the dovetail plate inclination angle α of the horizontal plate of the web member. y situation.

[0083] Step S2022: Set the tearing path to pass through the starting points of the inclined edges of the vertical plates on both sides of the web member, and calculate the tearing path value L2. The calculation formula is:

[0084] Through the above scheme, different calculation formulas of the tearing path are determined according to the size of the horizontal plate coefficient Λ of the web member and the vertical plate conversion coefficient Δ of the web member, so as to ensure that the calculated tearing path value is the shortest, improve the calculation accuracy and meet the engineering needs.

[0085] In one embodiment, when the two sides of the web member in the steel truss are double bevel transitions, step S2, calculating the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the bevel parameters, includes:

[0086] Step S211, based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the hypotenuse parameters, respectively establish the distance functions LM(h1,γ1) and LM(h2,γ2) from the fixed point to the double hypotenuse, the contribution function LFY(h1,h2) of the web member horizontal plate to tearing, and the tearing path value LFL(h1,h2) of the node plate between the web member horizontal plates;

[0087] Step S212: Establish a tearing path function to calculate the tearing path L of the fully welded steel truss node.

[0088] The calculation formula is: L(h1,h2)=LM(h1,γ1)+LM(h2,γ2)+LFY(h1,h2)+LFL(h1,h2).

[0089] According to the above scheme, the minimum value of L(h1,h2) is the shortest tearing path length converted to the node plate. A numerical calculation method is provided, which is suitable for the double-bevel transition on both sides of the web member of the steel truss. The tearing path of the node of the fully welded steel truss is solved by the tearing path function. Compared with the simplified calculation method, the numerical calculation method has higher calculation accuracy and is more accurate.

[0090] In one embodiment, in step S211, distance functions LM(h1,γ1) and LM(h2,γ2) from a fixed point to two hypotenuses are established, and the function LM(h,γ) is defined as:

[0091]

[0092] Among them, γ is the general term for γ1 and γ2, γ1 and γ2 are the angles between the oblique sides of the vertical plates on both sides of the web and the centerline of the web, h is the general term for variables h1 and h2, h1∈[-(H0-H1+H2), H1], h2∈[0, H2], H1 is the projection length of the distance from the starting point of the oblique side corresponding to γ1 to the inner end of the horizontal plate node plate of the web on the same side on the axis of the web; H2 is the projection length of the distance from the starting point of the oblique side corresponding to γ2 to the inner end of the horizontal plate node plate of the web on the same side on the axis of the web, d is the sum of the distances from the inner side of the upper and lower horizontal plates of the web to the edge of the vertical plate,

[0093] The contribution function LFY(h1,h2) of the web horizontal plate to tearing is established and expressed as:

[0094] LFY(h1,h2)=(H1-h1+H2-h2)Λ;

[0095] The tearing path value LFL(h1,h2) of the node plate between the web horizontal plates is established and expressed as:

[0096]

[0097] Among them, H0 is the projection distance of the inner ends of the two horizontal plate node plates of the web member on the axis of the web member, and D is the net distance between the upper and lower horizontal plates of the web member. When the web member is H-shaped, H0 = 0, D = 1×10 -6 m.

[0098] Through the above scheme, when the two sides of the web member in the steel truss are double-bevel transitions, the distance functions LM(h1,γ1) and LM(h2,γ2) from the fixed point to the double bevel, the contribution function LFY(h1,h2) of the web horizontal plate to the tearing, and the tearing path value LFL(h1,h2) of the node plate between the web horizontal plates are respectively established based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the bevel parameters, so as to facilitate the subsequent accurate calculation of the tearing path.

[0099] like Figure 2 As shown, Figure 2 It is a calculation schematic diagram of double arc edge transition on both sides of the web in one embodiment of the present invention.

[0100] In one embodiment, when the two sides of the web member in the steel truss are double arc edge transitions, step S2, calculating the tearing path of the fully welded steel truss node based on the web member structure parameters, the web member horizontal plate coefficient Λ, and the arc edge parameters, includes:

[0101]

[0102] Among them, H1 is the projected length of the distance from the arc edge starting point of the web member vertical plate with a radius of R1 to the inner end of the horizontal gusset plate of the web member on the same side on the web member axis, H2 is the projected length of the distance from the arc edge starting point of the web member vertical plate with a radius of R2 to the inner end of the horizontal gusset plate of the web member on the same side on the web member axis, D is the clear distance between the upper and lower horizontal plates of the web member, When the web is a box section, the modified parameters When the web is an H-shaped section, the modified parameters

[0103] Through the above scheme, a simplified calculation method for the tearing path of the fully welded steel truss node is directly given when both sides of the steel truss web are double arc edge transitions. It is more direct and convenient. According to actual engineering, the calculation accuracy of the simplified calculation method can meet the engineering needs.

[0104] In one embodiment, when the two sides of the web member in the steel truss are double arc edge transitions, step S2, calculating the tearing path of the fully welded steel truss node based on the web member structure parameters, the web member horizontal plate coefficient Λ, and the arc edge parameters, includes:

[0105] Step S221, based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the arc edge parameters, respectively establish the distance functions LFP(h1) and LFP(h2) from the fixed point to the double arc edge, the contribution function LFY(h1, h2) of the web member horizontal plate to tearing, and the tearing path value LFL(h1, h2) of the node plate between the web member horizontal plates;

[0106] Step S222: Establish a tearing path function to calculate the tearing path L of the fully welded steel truss node.

[0107] The calculation formula is: L(h1,h2)=LFP(h1)+LFP(h2)+LFY(h1,h2)+LFL(h1,h2).

[0108] According to the above scheme, the minimum value of L(h1,h2) is the shortest tearing path length converted to the node plate. A numerical calculation method is provided, which is suitable for the double arc edge transition on both sides of the web member of the steel truss. The tearing path of the node of the all-welded steel truss is solved by the tearing path function. Compared with the simplified calculation method, the numerical calculation method has higher calculation accuracy.

[0109] In one embodiment, distance functions LFP(h1) and LFP(h2) from a fixed point to a double arc edge are established.

[0110] Define the function lfp(h,μ) as:

[0111]

[0112] Define the function LFP(h) as the minimum value of lfp(h,μ) when μ varies in the range [0,0.5π];

[0113] Among them, h is the general term for variables h1 and h2, h1∈[-(H0-H1+H2), H1], h2∈[0,H2], H1 is the projection length of the distance from the arc edge starting point of the web member vertical plate with a radius of R1 to the inner end of the horizontal plate node plate of the web member on the same side on the axis of the web member; H2 is the projection length of the distance from the arc edge starting point of the web member vertical plate with a radius of R2 to the inner end of the horizontal plate node plate of the web member on the same side on the axis of the web member, H0 is the projection distance of the inner ends of the node plates of the upper and lower horizontal plates of the web member on the axis of the web member, d is the sum of the distances from the inner side of the upper and lower horizontal plates of the web member to the edge of the vertical plate,

[0114] The contribution function LFY(h1,h2) of the web horizontal plate to tearing is established and expressed as:

[0115] LFY(h1,h2)=(H1-h1+H2-h2)Λ;

[0116] The tearing path value LFL(h1,h2) of the node plate between the web horizontal plates is established and expressed as:

[0117]

[0118] Where D is the clear distance between the upper and lower horizontal plates of the web member. When the web member is H-shaped, H0 = 0, D = 1×10 -6 m.

[0119] Through the above scheme, when the two sides of the web member in the steel truss are double arc edge transitions, the distance functions LM(h1,γ1) and LM(h2,γ2) from the fixed point to the double hypotenuse, the contribution function LFY(h1,h2) of the web member horizontal plate to tearing, and the tearing path value LFL(h1,h2) of the node plate between the web member horizontal plates are established based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the hypotenuse parameters, so as to facilitate the subsequent accurate calculation of the tearing path.

[0120] In one embodiment, the tear path function L(h1, h2) is calculated by a grid method to obtain the shortest tear path length.

[0121] Specifically, when the two sides of the web of the steel truss are double arc edge transitions, the variables h1 and h2 are meshed in the definition domain, and the mesh node coordinates are [h1(i), h2(j)], where h1(i) is the value of the i-th h1, and h2(j) is the value of the j-th h2. The uniform partitioning method is used, the formula is simple, and the convergence is better. Each node is brought into the tearing path function for numerical calculation. The numerical calculation steps are as follows: mesh β, the mesh node coordinates are β(k), and the uniform partitioning method is used; for the node [h1(i), h2(j)], all L β [β(k)], we get L β [β(k)] and substitute it back into the tear path function. Finally, calculate all L[h1(i),h2(j)] and get the minimum value of L[h1(i),h2(j)], which is the shortest tear path length.

[0122] When the web members on both sides of the steel truss are double-bevel transitions, the variables h1 and h2 are meshed in the definition domain, and the mesh node coordinates are [h1(i), h2(j)], using a uniform meshing method. All L[h1(i), h2(j)] are calculated, and the minimum value of L[h1(i), h2(j)] is obtained, which is the shortest tearing path length.

[0123] Through the solution provided in the embodiments of the present application, a unified calculation method for the tearing path of the node of a fully welded steel truss girder is provided when both sides of the web member of the steel truss girder are arc edges or both sides are bevel edges.

[0124] It should be noted that the H-shaped web member can be considered as a box-shaped web member with D = 0, and the horizontal plate is half of the H-shaped web member. Therefore, when the transition form of the node plate and the web member vertical plate is the same, the same theory can be used for calculation.

[0125] In the description of the present application, it should be noted that the terms "upper", "lower", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present application. Unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be an indirect connection through an intermediate medium, or it can be a connection between the two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present application can be understood according to the specific circumstances.

[0126] It should be noted that, in this application, relational terms such as "first" and "second" are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, an element defined by the sentence "comprises a ..." does not exclude the presence of other identical elements in the process, method, article or device including the element.

[0127] In the description of the embodiments of the present application, unless otherwise specified, “ / ” means or, for example, A / B can mean A or B; the “and / or” in the text is merely a description of the association relationship of associated objects, indicating that three relationships may exist, for example, A and / or B can mean: A exists alone, A and B exist at the same time, and B exists alone. In addition, in the description of the embodiments of the present application, “multiple” refers to two or more than two.

[0128] The above is only a specific implementation of the present application, so that those skilled in the art can understand or implement the present application. Various modifications to these embodiments will be apparent to those skilled in the art, and the general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application will not be limited to the embodiments shown herein, but will conform to the widest range consistent with the principles and novel features applied for herein.

Claims

1. A method for calculating the tearing path of a fully welded steel truss node, characterized in that: The two sides of the web member of the steel truss are double arc edge transition or double bevel edge transition, which includes the following steps: Based on the web member structural parameters, determine the web member horizontal plate coefficient Λ; The tearing path of the fully welded steel truss node is calculated based on the web member structural parameters, the web member horizontal plate coefficient Λ, the bevel edge parameters or the arc edge parameters.

2. The method for calculating the tearing path of a fully welded steel truss node according to claim 1, characterized in that: Determining the web member horizontal plate coefficient Λ based on the web member structural parameters includes: (The belly bar is box-shaped); (The belly bar is H-shaped); in, α y is the inclination angle of the dovetail plate of the web horizontal plate, δ y is the thickness of the horizontal plate of the web member, and δ0 is the thickness of the node plate.

3. The method for calculating the tearing path of a fully welded steel truss node according to claim 1, characterized in that: When the web members on both sides of the steel truss are double bevel transitions, the calculation of the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the bevel parameters includes: Calculate the conversion factor Δ of the web member and vertical plate; The calculation formula is: Among them, γ1 and γ2 are the angles between the inclined sides of the vertical plates on both sides of the web and the center line of the web. According to whether the tearing path passes through the starting points of the inclined edges of the vertical plates on both sides of the web member, the tearing path values ​​L1 and L2 are calculated respectively; The minimum value of L1 and L2 is taken as the tearing path L of the all-welded steel truss node, which is expressed as: Among them, when the web is a box section, the correction parameter When the web is an H-shaped section, the modified parameters 4. The method for calculating the tearing path of a fully welded steel truss node according to claim 3, characterized in that: The tearing path values ​​L1 and L2 are calculated respectively according to whether the tearing path passes through the starting points of the oblique edges of the vertical plates on both sides of the web member, including: Assuming that the tearing path does not pass through the starting points of the inclined edges of the vertical plates on both sides of the web, the tearing path value L1 is calculated using the following formula: Among them, d is the sum of the distances from the inner side of the upper and lower horizontal plates of the web member to the edge of the vertical plate; H1 is the projected length of the distance from the starting point of the hypotenuse corresponding to γ1 to the inner end of the node plate of the horizontal plate of the web member on the same side on the axis of the web member; H2 is the projected length of the distance from the starting point of the hypotenuse corresponding to γ2 to the inner end of the node plate of the horizontal plate of the web member on the same side on the axis of the web member, and D is the clear distance between the upper and lower horizontal plates of the web member; The tearing path is set to pass through the starting points of the inclined edges of the vertical plates on both sides of the web, and the tearing path value L2 is calculated using the following formula:

5. The method for calculating the tearing path of a fully welded steel truss node according to claim 1, characterized in that: When the web members on both sides of the steel truss are double bevel transitions, the calculation of the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the bevel parameters includes: Based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the hypotenuse parameters, the distance functions LM(h1,γ1) and LM(h2,γ2) from the fixed point to the double hypotenuse, the contribution function LFY(h1,h2) of the web member horizontal plate to tearing, and the tearing path value LFL(h1,h2) of the node plate between the web member horizontal plates are respectively established; Establish the tearing path function and calculate the tearing path L of the fully welded steel truss node. The calculation formula is: L(h1,h2)=LM(h1,γ1)+LM(h2,γ2)+LFY(h1,h2)+LFL(h1,h2).

6. The method for calculating the tearing path of a fully welded steel truss node according to claim 5, characterized in that: Establish the distance functions LM(h1,γ1) and LM(h2,γ2) from the fixed point to the double hypotenuse, and define the function LM(h,γ) to be expressed as: Among them, γ is the general term for γ1 and γ2, γ1 and γ2 are the angles between the oblique sides of the vertical plates on both sides of the web and the centerline of the web, h is the general term for variables h1 and h2, h1∈[-(H0-H1+H2), H1], h2∈[0, H2], H1 is the projection length of the distance from the starting point of the oblique side corresponding to γ1 to the inner end of the horizontal plate node plate of the web on the same side on the axis of the web; H2 is the projection length of the distance from the starting point of the oblique side corresponding to γ2 to the inner end of the horizontal plate node plate of the web on the same side on the axis of the web, d is the sum of the distances from the inner side of the upper and lower horizontal plates of the web to the edge of the vertical plate, The contribution function LFY(h1,h2) of the web horizontal plate to tearing is established and expressed as: LFY(h1,h2)=(H1-h1+H2-h2)Λ; The tearing path value LFL(h1,h2) of the node plate between the horizontal plates of the web members is established and expressed as: Among them, H0 is the projection distance of the inner ends of the upper and lower horizontal plate node plates of the web member on the axis of the web member, and D is the clear distance between the upper and lower horizontal plates of the web member.

7. The method for calculating the tearing path of a fully welded steel truss node according to claim 1, characterized in that: When the web members on both sides of the steel truss are double arc edge transitions, the calculation of the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the arc edge parameters includes: Among them, H1 is the projected length of the distance from the arc edge starting point of the web member vertical plate with a radius of R1 to the inner end of the horizontal gusset plate of the web member on the same side on the web member axis, H2 is the projected length of the distance from the arc edge starting point of the web member vertical plate with a radius of R2 to the inner end of the horizontal gusset plate of the web member on the same side on the web member axis, D is the clear distance between the upper and lower horizontal plates of the web member, When the web is a box section, the modified parameters When the web is an H-shaped section, the modified parameters 8. The method for calculating the tearing path of a fully welded steel truss node according to claim 1, characterized in that: When the web members on both sides of the steel truss are double arc edge transitions, the calculation of the tearing path of the fully welded steel truss node based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the arc edge parameters includes: Based on the web member structural parameters, the web member horizontal plate coefficient Λ, and the arc edge parameters, the distance functions LFP(h1) and LFP(h2) from the fixed point to the double arc edge, the contribution function LFY(h1, h2) of the web member horizontal plate to tearing, and the tearing path value LFL(h1, h2) of the node plate between the web member horizontal plates are respectively established; Establish the tearing path function and calculate the tearing path L of the fully welded steel truss node. The calculation formula is: L(h1,h2)=LFP(h1)+LFP(h2)+LFY(h1,h2)+LFL(h1,h2).

9. The method for calculating the tearing path of a fully welded steel truss node according to claim 8, characterized in that: The distance functions LFP(h1) and LFP(h2) from the fixed point to the double arc edge are established, and the function lfp(h,μ) is defined as: Define the function LFP(h) as the minimum value of lfp(h,μ) when μ varies in the range [0,0.5π]; Among them, h is the general term for variables h1 and h2, h1∈[-(H0-H1+H2), H1], h2∈[0,H2], H1 is the projection length of the distance from the arc edge starting point of the web member vertical plate with a radius of R1 to the inner end of the horizontal plate node plate of the web member on the same side on the axis of the web member; H2 is the projection length of the distance from the arc edge starting point of the web member vertical plate with a radius of R2 to the inner end of the horizontal plate node plate of the web member on the same side on the axis of the web member, H0 is the projection distance of the inner ends of the node plates of the upper and lower horizontal plates of the web member on the axis of the web member, d is the sum of the distances from the inner side of the upper and lower horizontal plates of the web member to the edge of the vertical plate, The contribution function LFY(h1,h2) of the web horizontal plate to tearing is established and expressed as: LFY(h1,h2)=(H1-h1+H2-h2)Λ; The tearing path value LFL(h1,h2) of the node plate between the horizontal plates of the web members is established and expressed as: Where D is the clear distance between the upper and lower horizontal plates of the web member.

10. The method for calculating the tearing path of a fully welded steel truss node according to claim 5 or 8, characterized in that: The tearing path function L(h1, h2) is used to calculate the shortest tearing path length by a grid method.

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