A method for calculating the tearing path of all-welded steel truss nodes

Abstract

The present application relates to a method for calculating the tearing path of a fully welded steel truss node, wherein the web members on both sides of the steel truss have double arc edge transitions or double bevel edge transitions, and the method comprises the following steps: determining the web member horizontal plate coefficient Λ based on the web member structural parameters; and 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, bevel edge parameters or arc edge parameters. 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, bevel edge parameters or arc edge parameters. The method is suitable for calculating the tearing path of a fully welded steel truss node when the web members on both sides have double arc edge transitions or double bevel edge transitions, so as to obtain a more accurate tearing strength and provide a basis for design.

Description

Technical Field

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

[0002] Steel trusses possess excellent overall and local stiffness and are widely used in various bridge types. With the advancement of construction technology, for river and sea crossing bridges, when steel trusses are used as the main beam, the transition between the node plate and the web riser is essentially an arc or bevel transition. To shorten construction time, whole-segment hoisting is often used. In this case, the main truss generally uses fully welded integral nodes. The tear strength is equal to the tear path length multiplied by the plate thickness multiplied by the allowable stress.

[0003] Related technologies, such as those in Chinese invention patents CN112699448A and CN113420388A, propose tear calculation methods for fully welded integral joints based on different assumptions. These methods provide formulas or numerical calculation methods for five common web member transition types. However, these methods are not suitable for calculating the tear paths of fully welded steel truss joints with double-arc transitions or double-bevel transitions on both sides of the web members, resulting in inaccurate calculated tear paths. 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 girder node, wherein both sides of the web member of the steel truss girder 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 oblique 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 web member horizontal plate dovetail 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 of the steel truss have double bevel transitions on both sides, 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:

[0013] Calculate the web member vertical plate conversion coefficient Δ;

[0014] The calculation formula is:

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

[0016] Calculate the tearing path values ​​L1 and L2 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;

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

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

[0019] In one embodiment, the calculating of the tearing path values ​​L1 and L2 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 includes:

[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, calculate the tearing path value L1 using the following formula:

[0021]

[0022] Where d is the sum of the distances from the inner sides 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 gusset plate of the horizontal plate of the web member on the same side onto 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 gusset plate of the horizontal plate of the web member on the same side onto the axis of the web member; and D is the clear distance between the upper and lower horizontal plates of the web member;

[0023] Assume that the tearing path passes through the starting points of the oblique edges of the vertical plates on both sides of the web, and calculate the tearing path value L2. The calculation formula is:

[0024] In one embodiment, when the web members of the steel truss have double bevel transitions on both sides, 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:

[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 the 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 embodiment, 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 follows:

[0029] 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 projected length of the distance from the starting point of the oblique side corresponding to γ1 to the inner end of the horizontal plate gusset 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 oblique side corresponding to γ2 to the inner end of the horizontal plate gusset of the web member on the same side 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,

[0030] The contribution function LFY(h1,h2) of the web horizontal plate to tearing is established and expressed as:

[0031] LFY(h1,h2)=(H1-h1+H2-h2)Λ;

[0032] The tearing path value LFL(h1,h2) of the node plate between the web member horizontal plates is established and expressed as:

[0033]

[0034] Among them, H0 is the projection distance between the inner ends of the upper and lower horizontal plate gussets 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.

[0035] In one embodiment, when the web members of the steel truss have double arc edge transitions on both sides, 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 arc edge parameters includes:

[0036]

[0037] 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 member is an H-shaped section, the modified parameters

[0038] In one embodiment, when the web members of the steel truss have double arc edge transitions on both sides, 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 arc edge parameters includes:

[0039] 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 the tearing, and the tearing path value LFL(h1, h2) of the node plate between the web member horizontal plates are respectively established;

[0040] Establish the tearing path function and calculate the tearing path L of the fully welded steel truss node.

[0041] The calculation formula is: L(h1,h2)=LFP(h1)+LFP(h2)+LFY(h1,h2)+LFL(h1,h2).

[0042] In one embodiment, distance functions LFP(h1) and LFP(h2) from the fixed point to the double arc edge are established.

[0043] Define the function lfp(h,μ) as:

[0044]

[0045] Define the function LFP(h) as the minimum value of lfp(h,μ) when μ varies in the range [0,0.5π];

[0046] Wherein, h is the general term for variables h1 and h2, h1∈[-(H0-H1+H2), H1], h2∈[0, H2], R1 is the projected length of the distance from the starting point of the arc edge 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 starting point of the arc edge 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, H0 is the projected distance between the inner ends of the gusset plates of the upper and lower horizontal plates of the web member on the web member axis, d is the sum of the distances from the inner sides of the upper and lower horizontal plates of the web member to the edges of the vertical plates,

[0047] The contribution function LFY(h1,h2) of the web horizontal plate to tearing is established and expressed as:

[0048] LFY(h1,h2)=(H1-h1+H2-h2)Λ;

[0049] The tearing path value LFL(h1,h2) of the node plate between the web member horizontal plates is established and expressed as:

[0050]

[0051] Where D is the clear distance between the upper and lower horizontal plates of the web member.

[0052] In one embodiment, the tearing path function L(h1, h2) is calculated by using a grid method to calculate the shortest tearing path length.

[0053] The beneficial effects of the technical solutions provided in the embodiments of the present application include:

[0054] 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 a 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 more accurate tearing strength and provide a basis for design. BRIEF DESCRIPTION OF THE DRAWINGS

[0055] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following briefly introduces the drawings required for use in the description of the embodiments. 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 any creative work.

[0056] Figure 1 This is a calculation diagram of a web member with double bevel transitions on both sides in one embodiment of the present invention.

[0057] Figure 2 This is a calculation diagram of a web member with double arc edge transitions on both sides in one embodiment of the present invention. DETAILED DESCRIPTION

[0058] In order to enable those skilled in the art to better understand the present invention, the following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0059] This embodiment provides a method for calculating the tearing path of a fully welded steel truss girder node, wherein both sides of the web member of the steel truss girder are double arc edge transitions or double bevel edge transitions, and the method comprises the following steps:

[0060] Step S1, determining the web member horizontal plate coefficient Λ based on the web member structural parameters;

[0061] Step S2: Calculate 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 oblique edge parameters or the arc edge parameters.

[0062] This embodiment provides a method for calculating the tearing path of a fully welded steel truss node. The method 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, and the bevel edge parameters or arc edge parameters. The method is suitable for calculating the tearing path of a 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 more accurate tearing strength and provide a basis for design.

[0063] Each step is described and explained in detail below.

[0064] In one embodiment, step S1, determining the web member horizontal plate coefficient Λ based on the web member structural parameters, includes:

[0065] (The belly bar is box-shaped);

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

[0067] in, α y is the inclination angle of the web member horizontal plate dovetail plate, δ y is the thickness of the horizontal plate of the web member, and δ0 is the thickness of the node plate.

[0068] 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.

[0069] like Figure 1 As shown, Figure 1 This is a calculation diagram of a web member with double bevel transitions on both sides in one embodiment of the present invention.

[0070] In one embodiment, when the web members of the steel truss have double bevel transitions on both sides, 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:

[0071] Step S201, calculating the web member vertical plate conversion coefficient Δ;

[0072] The calculation formula is:

[0073] Among them, γ1 and γ2 are the angles between the oblique 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.

[0074] Step S202, calculating tearing path values ​​L1 and L2 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;

[0075] 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 member is an H-shaped section, the modified parameters

[0076] Through the above scheme, when the web members on both sides of 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 direct calculation formulas. 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 was found that the calculation accuracy of the simplified calculation method fully meets the engineering needs.

[0077] In one embodiment, step S202, calculating the tear path values ​​L1 and L2 respectively according to whether the tear path passes through the starting points of the oblique edges of the risers on both sides of the web member, includes:

[0078] Step S2021: Set the tearing path not to pass through the starting points of the oblique edges of the vertical plates on both sides of the web, and calculate the tearing path value L1. The calculation formula is:

[0079]

[0080] Where d is the sum of the distances from the inner sides 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 gusset plate of the horizontal plate of the web member on the same side onto 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 gusset plate of the horizontal plate of the web member on the same side onto the axis of the web member; and D is the clear distance between the upper and lower horizontal plates of the web member.

[0081] 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 oblique edge of the vertical plates on both sides of the web member (i.e., the widening point). It is applicable when the angles γ1 and γ2 between the oblique edge and the centerline of the web plate are greater than the dovetail plate inclination angle α of the horizontal plate of the web member. y When the web member horizontal plate coefficient Λ is greater than the web member vertical plate conversion coefficient Δ, there 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 oblique edge of the vertical plates on both sides of the web member (i.e., the widening point). It is applicable when the angles γ1 and γ2 between the oblique edge and the centerline of the web plate are less than the inclination angle α of the dovetail plate of the horizontal plate of the web member. y situation.

[0082] Step S2022: Set the tearing path to pass through the starting points of the oblique edges of the vertical plates on both sides of the web, and calculate the tearing path value L2. The calculation formula is:

[0083] 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.

[0084] In one embodiment, when the web members of the steel truss have double bevel transitions on both sides, 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:

[0085] Step S211: 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;

[0086] Step S212: Establish a tearing path function to calculate the tearing path L of the fully welded steel truss node.

[0087] The calculation formula is: L(h1,h2)=LM(h1,γ1)+LM(h2,γ2)+LFY(h1,h2)+LFL(h1,h2).

[0088] 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 steel trusses with double-bevel transitions on both sides of the web. The tearing path of the fully welded steel truss node is solved by the tearing path function. Compared with the simplified calculation method, the numerical calculation method has higher calculation precision and is more accurate.

[0089] 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 follows:

[0090] 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 projected length of the distance from the starting point of the oblique side corresponding to γ1 to the inner end of the horizontal plate gusset 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 oblique side corresponding to γ2 to the inner end of the horizontal plate gusset of the web member on the same side 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,

[0091] The contribution function LFY(h1,h2) of the web horizontal plate to tearing is established and expressed as:

[0092] LFY(h1,h2)=(H1-h1+H2-h2)Λ;

[0093] Establish the tearing path value LFL(h1,h2) of the gusset plate between the web members and the horizontal plates, expressed as:

[0094]

[0095] Where H0 is the projection distance between the inner ends of the upper and lower horizontal plate gussets 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.

[0096] Through the above scheme, when the web members on both sides of the steel truss are double-bevel transitions, the distance functions LM(h1,γ1) and LM(h2,γ2) from the fixed point to the double bevels, the contribution function LFY(h1,h2) of the web member horizontal plate to the tearing, and the tearing path value LFL(h1,h2) of the node plate between the web member 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.

[0097] like Figure 2 As shown, Figure 2 This is a calculation diagram of a web member with double arc edge transitions on both sides in one embodiment of the present invention.

[0098] In one embodiment, when the web members of a steel truss have double arc edge transitions on both sides, 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 arc edge parameters, includes:

[0099]

[0100] 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 member is an H-shaped section, the modified parameters

[0101] Through the above scheme, a simplified calculation method for the tearing path of the fully welded steel truss node is directly given when the two sides of the steel truss web are double arc edge transitions. This is more direct and convenient. According to actual engineering, the calculation accuracy of the simplified calculation method can meet the engineering needs.

[0102] In one embodiment, when the web members of a steel truss have double arc edge transitions on both sides, 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 arc edge parameters, includes:

[0103] Step S221: 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;

[0104] Step S222: Establish a tearing path function to calculate the tearing path L of the fully welded steel truss node.

[0105] The calculation formula is: L(h1,h2)=LFP(h1)+LFP(h2)+LFY(h1,h2)+LFL(h1,h2).

[0106] 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 steel trusses with double arc edge transitions on both sides of the web. The tearing path function is used to solve the tearing path of the fully welded steel truss node. Compared with the simplified calculation method, the numerical calculation method has higher calculation accuracy.

[0107] In one embodiment, distance functions LFP(h1) and LFP(h2) from a fixed point to a double arc edge are established.

[0108] Define the function lfp(h,μ) as:

[0109]

[0110] Define the function LFP(h) as the minimum value of lfp(h,μ) when μ varies in the range [0,0.5π];

[0111] Among them, h is the general term for variables h1 and h2, h1∈[-(H0-H1+H2), H1], h2∈[0, H2], H1 is the projected length of the distance from the starting point of the arc edge of the web member vertical plate with a radius of R1 to the inner end of the horizontal plate gusset of the web member on the same side on the web member axis; H2 is the projected length of the distance from the starting point of the arc edge of the web member vertical plate with a radius of R2 to the inner end of the horizontal plate gusset of the web member on the same side on the web member axis, H0 is the projected distance between the inner ends of the gussets of the upper and lower horizontal plates of the web member on the web member axis, d is the sum of the distances from the inner sides of the upper and lower horizontal plates of the web member to the edges of the vertical plates,

[0112] The contribution function LFY(h1,h2) of the web horizontal plate to tearing is established and expressed as:

[0113] LFY(h1,h2)=(H1-h1+H2-h2)Λ;

[0114] Establish the tearing path value LFL(h1,h2) of the gusset plate between the web members and the horizontal plates, expressed as:

[0115]

[0116] Where D is the net distance between the upper and lower horizontal plates of the web. When the web is H-shaped, H0=0, D=1×10 -6 m.

[0117] 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 the tearing, and the tearing path value LFL(h1,h2) of the node plate between the web member horizontal plates are respectively 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.

[0118] In one embodiment, the tear path function L(h1, h2) is calculated by a grid method to calculate the shortest tear path length.

[0119] Specifically, when the web members on both sides 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 tearing 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 tearing path length.

[0120] When the web members of a steel truss have double-bevel transitions on both sides, the variables h1 and h2 are meshed within their domains, with the mesh node coordinates [h1(i), h2(j)], using a uniform meshing method. Calculate all L[h1(i), h2(j)] values, and the minimum value of L[h1(i), h2(j)] is the shortest tear path length.

[0121] Through the solution provided in the embodiments of the present application, a unified calculation method for the tearing path of the fully welded steel truss node is given when both sides of the web member of the steel truss are arc edges or both sides are bevel edges.

[0122] It should be noted that the H-shaped web can be considered as a box-shaped web with D = 0, and the horizontal plate is half of the H-shaped web. Therefore, if the transition form of the gusset plate and the web vertical plate is the same, the same theory can be used for calculation.

[0123] In the description of this application, it should be noted that the terms "upper" and "lower" and the like 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 this application and simplifying the description, and do not indicate or imply 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 this 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 an indirect connection through an intermediate medium, or it can be internal communication between two elements. For those of ordinary skill in the art, the specific meanings of the above terms in this application can be understood according to the specific circumstances.

[0124] It should be noted that, in this application, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations. Moreover, the terms "comprises", "includes" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device comprising 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 comprising the element.

[0125] In the description of the embodiments of the present application, unless otherwise specified, “ / ” means or, for example, A / B can mean A or B; “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.

[0126] The above are merely specific embodiments of the present application to enable those skilled in the art to 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 may 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 rather is intended to conform to the widest scope consistent with the principles and novel features of the present application.

Claims

1. A method for calculating the tearing path of a fully welded steel truss node, characterized in that: The web members of the steel truss are provided with double arc edge transitions or double bevel edge transitions on both sides, which includes the following steps: Determine the horizontal plate coefficient of the web member based on the web member structural parameters ; , (the belly bar is box-shaped); , (the belly bar is H-shaped); in, is the inclination angle of the web horizontal plate dovetail plate, is the thickness of the horizontal plate of the web member, is the gusset plate thickness; Based on the web member structural parameters, the web member horizontal plate coefficient , bevel edge parameters or arc edge parameters to calculate the tearing path of all-welded steel truss nodes; When the web members on both sides of the steel truss are double-bevel transitions, the web member horizontal plate coefficient is , Bevel parameter calculation of the tearing path of the fully welded steel truss node includes: Calculate the conversion factor of web members and vertical plates ; The calculation formula is: ; Among them, γ1 and γ2 are the angles between the oblique sides of the vertical plates on both sides of the web and the center line of the web. ; Calculate the tearing path value according to whether the tearing path passes through the starting point of the inclined edge of the vertical plate on both sides of the web L 1 and L 2; 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, calculate the tearing path value L1 using the following formula: ； in, d It is the sum of the distances from the inner sides of the upper and lower horizontal plates of the web to the edges of the vertical plates; is the projected length of the distance from the starting point of the hypotenuse corresponding to γ1 to the inner end of the horizontal gusset plate of the web member on the same side on the web member axis; is the projected length of the distance from the starting point of the hypotenuse corresponding to γ2 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; Set the tearing path to pass through the starting point of the inclined edge of the vertical plate on both sides of the web, and calculate the tearing path value L 2. The calculation formula is: ； Pick L 1 and L The minimum of the two values ​​is used as the tearing path of the fully welded steel truss node L , expressed as: ; Among them, when the web member is a box section, the correction parameter φ=0.95, when the web member is an H-shaped section, the correction parameter φ=1; When the two sides of the web in the steel truss are double arc edge transitions, the web structure parameters, the web horizontal plate coefficient , Arc edge parameter calculation of all-welded steel truss node tearing path includes: ； in, The radius of the web member vertical plate is The projected length of the distance from the arc starting point to the inner end of the horizontal gusset plate of the web member on the web member axis is The radius of the web member vertical plate is The projected length of the distance from the arc starting point to the inner end of the horizontal gusset plate of the web member on the web member axis is D is the net distance between the upper and lower horizontal plates of the web member, When the web member is a box section, the correction parameter φ=0.95, and when the web member is an H-shaped section, the correction parameter φ=1.

2. The method for calculating the tearing path of a fully welded steel truss node according to claim 1, wherein: When the web members on both sides of the steel truss are double-bevel transitions, the web member horizontal plate coefficient is , Bevel parameter calculation of the tearing path of the fully welded steel truss node includes: Based on the web member structural parameters, the web member horizontal plate coefficient , hypotenuse parameters respectively establish the distance function from the fixed point to the double hypotenuse and , contribution function of web horizontal plate to tearing , tearing path value of the gusset plate between the web members and the horizontal plates ; Establish a tearing path function to calculate the tearing path of all-welded steel truss nodes L， The calculation formula is: .

3. The method for calculating the tearing path of a fully welded steel truss node according to claim 2, wherein: Establish the distance function from the fixed point to the double hypotenuse and , define the function Expressed as: Among them, γ is the general term for γ1 and γ2, and γ1 and γ2 are the angles between the oblique sides of the vertical plates on both sides of the web and the center line of the web. h For variables h 1 and h 2, , , is the projected length of the distance from the starting point of the hypotenuse corresponding to γ1 to the inner end of the horizontal gusset plate of the web member on the same side on the web member axis; is the projected length of the distance from the starting point of the hypotenuse corresponding to γ2 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 sum of the distances from the inner sides of the upper and lower horizontal plates of the web to the edges of the vertical plates, ; Establish the contribution function of the web horizontal plate to tearing , expressed as: ； Establish the tear path value of the gusset plate between the horizontal plates of the web members , expressed as: ， ； in, is the projection distance between the inner ends of the two horizontal plate gussets above and below the web member on the axis of the web member, D It is the net distance between the upper and lower horizontal plates of the web member.

4. The method for calculating the tearing path of a fully welded steel truss node according to claim 1, wherein: When the two sides of the web in the steel truss are double arc edge transitions, the web structure parameters, the web horizontal plate coefficient , Arc edge parameter calculation of all-welded steel truss node tearing path includes: Based on the web member structural parameters, the web member horizontal plate coefficient , arc edge parameters respectively establish the distance function from the fixed point to the double arc edge and , contribution function of web horizontal plate to tearing , tearing path value of the gusset plate between the web members and the horizontal plates ; Establish a tearing path function to calculate the tearing path of all-welded steel truss nodes L， The calculation formula is: .

5. The method for calculating the tearing path of a fully welded steel truss node according to claim 4, wherein: Establish the distance function from the fixed point to the double arc edge and , define the function Expressed as: ； Defining a function for μ exist When the range changes, the corresponding The minimum value of in, h For variables h 1 and h 2, , , The radius of the web member vertical plate is The projected length of the distance from the starting point of the arc edge to the inner end of the horizontal gusset plate of the web member on the web member axis; The radius of the web member vertical plate is The projected length of the distance from the arc starting point to the inner end of the horizontal gusset plate of the web member on the web member axis is is the projection distance between the inner ends of the two horizontal plate gussets above and below the web member on the axis of the web member, d is the sum of the distances from the inner sides of the upper and lower horizontal plates of the web to the edges of the vertical plates, ; Establish the contribution function of the web horizontal plate to tearing , expressed as: ； Establish the tear path value of the gusset plate between the horizontal plates of the web members , expressed as: ， ； in, D It is the net distance between the upper and lower horizontal plates of the web member.

6. The method for calculating the tearing path of a fully welded steel truss node according to claim 2 or 4, characterized in that: The tear path function The shortest tear path length is calculated using the grid method.

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