CN110569530A - Steel tube lattice type manifold and calculation method for beam node bearing capacity thereof - Google Patents
Steel tube lattice type manifold and calculation method for beam node bearing capacity thereof Download PDFInfo
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Abstract
The invention discloses a steel tube lattice type manifold, relates to the technical field of angle steel towers, and aims to solve the technical problems of unstable structure and poor bearing capacity of an electric tower frame. The steel pipe lattice type manifold comprises a main pipe, a vertical pipe, an inclined pipe, a first gusset plate, a second gusset plate, a plug plate, a first branch pipe, a second branch pipe, a third branch pipe and a fourth branch pipe; the first gusset plate and the second gusset plate are arranged along the axial direction of the main pipe, the vertical pipe is arranged on the main pipe, and the connecting end of the inclined pipe is connected with the main pipe; the first branch pipe and the second branch pipe are respectively connected to two ends of the first gusset plate through plugboards; the third branch pipe and the fourth branch pipe are connected to two ends of the second gusset plate through plugboards respectively. The invention also discloses a calculation method of the beam node bearing capacity of the steel tube lattice type manifold, the obtained calculation result is closer to the finite element result, and the coincidence degree of the two results is high.
Description
Technical Field
the invention relates to the technical field of angle steel towers, in particular to a steel tube lattice type manifold and a calculation method of beam node bearing capacity of the steel tube lattice type manifold.
background
With the continuous enhancement of power grid construction in China, the steel tube power transmission tower is also rapidly developed as a lifeline project-power transmission and transformation project, is an important component in the power transmission and transformation project, and the safety of the steel tube power transmission tower is the basis for ensuring the normal utilization of power energy and the normal operation of a power system.
In the electric tower, the node structure forms are complex and various, the rods forming the node come from different directions, the stress is more complex, all components including main materials, oblique materials, transverse materials and the like are intersected at the node, and the damage of the node often causes the failure of a plurality of components connected with the node, so that the damage of the whole structure is caused. Therefore, the design of the electric steel tower manifold structure with high loading force is particularly important, and the research on the beam nodes of the manifold is of great scientific and engineering significance.
Disclosure of Invention
in order to solve the problems in the prior art, the invention provides the steel tube lattice type manifold which has the advantages of fully utilizing the bearing capacity of steel and materials and improving the safety and stability of the electric tower.
In order to achieve the purpose, the invention adopts the technical scheme that:
a steel pipe lattice type manifold comprises a main pipe, a vertical pipe, an inclined pipe, a first gusset plate, a second gusset plate, a plug board, a first branch pipe, a second branch pipe, a third branch pipe and a fourth branch pipe;
The first gusset plate and the second gusset plate are arranged along the axial direction of the main pipe, the vertical pipe is arranged on the main pipe, the vertical pipe is positioned on one side of the first gusset plate, the second gusset plate is positioned on the other side of the first gusset plate, the vertical pipe, the first gusset plate and the second gusset plate are all arranged on the circumference of the outer wall of the main pipe, and the vertical pipe is perpendicular to the main pipe;
the connecting end of the inclined pipe is connected with the main pipe, the connecting end is arranged close to the vertical pipe, the other end of the inclined pipe is arranged far away from the vertical pipe, and the axial lead of the inclined pipe and the axial lead of the vertical pipe are positioned on the same plane;
the first branch pipe and the second branch pipe are respectively connected to two ends of the first gusset plate through plugboards; the third branch pipe and the fourth branch pipe are connected to two ends of the second gusset plate through plugboards respectively.
preferably, the plugboard is respectively in plug connection with the first branch pipe, the second branch pipe, the third branch pipe and the fourth branch pipe, and the plugboard is respectively in bolt connection with the first gusset plate and the second gusset plate.
Preferably, the first branch pipe, the second branch pipe, the third branch pipe and the fourth branch pipe are all provided with inserting ports.
preferably, the first gusset plate and the second gusset plate are stiffening rib plate gusset plates.
a method for calculating beam node bearing capacity of a steel tube lattice type manifold comprises the following steps:
s1, establishing finite element models of all parts in the steel tube lattice type manifold, and combining the finite element models of all parts to form the finite element model of the steel tube lattice type manifold;
S2, successively splitting and analyzing the finite element model of the steel tube lattice type manifold to obtain a finite element analysis result;
And S3, performing regression simulation on the finite element analysis result to obtain a calculation formula of the bearing capacity of the steel tube lattice type manifold node.
Preferably, in step S2, the step of successively splitting and analyzing the finite element model of the lattice steel tube manifold includes removing the vertical tube and the fourth branch tube which only have a structural role to form a beam node i, removing the second branch tube and the third branch tube to obtain a beam node ii, removing the first branch tube, and leaving only the inclined tube and the main tube to obtain a beam node iii; and respectively carrying out finite element analysis on the beam node I, the beam node II and the beam node III to obtain a finite element analysis result.
Preferably, the calculation formula of the bearing capacity of the lattice-type multi-branch pipe node of the steel pipe in S3 is as follows:
Wherein,
Pu0-design value of the load capacity of the pressure branch at the pipe joint;
ψ0Taking into account the parameters of influence of the auxiliary bar members0＝1.05；
d. t-main pipe diameter and wall thickness;
Theta-the angle between the axis of the pressure branch and the axis of the main pipe;
ψd-parameter, beta. is less than or equal to 0.7,d0.069+0.93 β; when beta is greater than 0.7, psid＝2β-0.68；
Beta-parameter, the ratio of the pressure branch pipe to the main pipe;
When the main pipe on two sides or one side of the node is pulled, then get psin＝1。
ψa-a parameter,
a-a gap between the two branch pipes, and when a is less than 0, taking a as 0;
f-design values of tensile strength, compression strength and bending strength of the main pipe steel;
fy-yield strength of the main pipe steel;
the smaller absolute value of the axial compressive stress of the main pipe on the two sides of the sigma-node.
The invention has the beneficial effects that:
(1) The main pipe and the branch pipes in the steel pipe lattice type multi-branch pipe are respectively connected in a mode of intersecting nodes and pipe plate nodes. The penetration joint has simple and definite force transmission and good stress capacity, adjacent main pipes on the same axis are penetrated at the joint, and other branch pipes are welded with the outer surface of the main pipe through rod piece ends. In the tube plate node, the branch tube is connected with the node plate welded on the main tube through the inserting plate, the whole node is simple, the size of the node plate can be flexibly adjusted, and the quality is easy to ensure.
(2) The branch pipes can improve the integral rigidity and the bearing capacity of the nodes in the steel pipe lattice type multi-branch pipe through the supporting function.
(3) the calculation result is closer to the finite element result, and the coincidence degree of the two results is high.
Drawings
FIG. 1 is a schematic structural view of a steel pipe lattice type manifold in example 1 of the present invention;
fig. 2 is a schematic structural diagram of a beam node i in a method for calculating bearing capacity of a steel tube lattice type multi-branch beam node in embodiment 2 of the present invention;
Fig. 3 is a schematic structural diagram of a beam node two in the method for calculating the beam node bearing capacity of the steel tube lattice type manifold in embodiment 2 of the present invention;
Fig. 4 is a schematic structural diagram of a beam node three in the method for calculating the beam node bearing capacity of the steel tube lattice type manifold in embodiment 2 of the present invention;
Fig. 5 is an error band model diagram between a beam node finite element value and a formula calculated value in a beam node bearing capacity calculation method of a steel tube lattice type manifold in embodiment 2 of the present invention;
Wherein, 1, a main pipe; 2. a vertical tube; 3. an inclined tube; 4. a first gusset plate; 5. a second gusset plate; 6. a plugboard; 7. a first branch pipe; 8. a second branch pipe; 9. a third branch pipe; 10. a fourth branch pipe.
Detailed Description
embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
example 1:
As shown in fig. 1, the embodiment discloses a lattice-type multi-branch pipe of steel pipes, which includes a main pipe 1, a vertical pipe 2, an inclined pipe 3, a first gusset plate 4, a second gusset plate 5, an insertion plate 6, a first branch pipe 7, a second branch pipe 8, a third branch pipe 9, and a fourth branch pipe 10;
the first gusset plate 4 and the second gusset plate 5 are arranged along the axial direction of the main pipe 1, the vertical pipe 2 is arranged on the main pipe 1, the vertical pipe 2 is positioned on one side of the first gusset plate 4, the second gusset plate 5 is positioned on the other side of the first gusset plate 4, the vertical pipe 2, the first gusset plate 4 and the second gusset plate 5 are all arranged on the circumference of the outer wall of the main pipe 1, and the vertical pipe 2 is perpendicular to the main pipe 1;
the connecting end of the inclined pipe 3 is connected with the main pipe 1, the connecting end is close to the vertical pipe 2, the other end of the inclined pipe 3 is far away from the vertical pipe 2, and the axial lead of the inclined pipe 3 and the axial lead of the vertical pipe 2 are positioned on the same plane;
The first branch pipe 4 and the second branch pipe 5 are respectively connected to two ends of the first gusset plate 4 through the plugboard 6; the third branch pipe 9 and the fourth branch pipe 10 are respectively connected to two ends of the second gusset plate 5 through the plugboard 6.
The plugboard 6 is respectively connected with the first branch pipe 7, the second branch pipe 8, the third branch pipe 9 and the fourth branch pipe 10 in a plugging manner, and the plugboard 6 is respectively connected with the first node board 4 and the second node board 5 through bolts.
the first branch pipe 7, the second branch pipe 8, the third branch pipe 9 and the fourth branch pipe 10 are all provided with inserting ports.
the first gusset plate 4 and the second gusset plate 5 are stiffening rib plate gusset plates.
the plugboard 6 is a concave iron steel plate.
Example 2:
The method for calculating the beam node bearing capacity of the steel tube lattice type manifold in the embodiment 1 comprises the following steps:
S1, modeling by adopting software ANSYS, establishing a finite element model of each component in the steel tube lattice type manifold, wherein the finite element model comprises a main tube 1, a vertical tube 2, an inclined tube 3, a gusset plate 4, a first branch tube 6, a second branch tube 7, a third branch tube 8 and a third branch tube 9, and combining the components according to the position relation of the embodiment 1. The node model is simulated by a SHELL181 SHELL unit, the influence of welding seams is not considered, and the connection part of a component and a node plate bolt hole is simulated by an MPC184 unit.
and considering the geometric nonlinearity and material nonlinearity of the node model, and adopting a multi-linear model and an isotropic strengthening theory for the steel constitutive relation.
and S2, successively splitting and analyzing the finite element model of the steel tube lattice type manifold to obtain a finite element analysis result. Specifically, the finite element model of the steel tube lattice type manifold is successively split and analyzed by the specific steps of firstly removing the vertical tube 2 and the fourth branch tube 10 which only play a structural role to form a beam node I (as shown in fig. 2), secondly removing the second branch tube 8 and the third branch tube 9 to obtain a beam node II (as shown in fig. 3), and finally removing the first branch tube 7, and only the inclined tube 3 and the main tube 1 are left to obtain a beam node III (as shown in fig. 4); and respectively carrying out finite element analysis on the beam node I, the beam node II and the beam node III to obtain a finite element analysis result.
S3, carrying out regression simulation on the finite element analysis result to obtain a calculation formula of the bearing capacity of the steel tube lattice type manifold node:
wherein,
Pu0-design value of the load capacity of the pressure branch at the pipe joint;
ψ0taking into account the parameters of influence of the auxiliary bar members0＝1.05；
d. t-main pipe diameter and wall thickness;
Theta-the angle between the axis of the pressure branch and the axis of the main pipe;
ψd-parameter, β ≦ 0.7, d ═ 0.069+0.93 β; when beta is greater than 0.7, psid＝2β-0.68；
Beta-parameter, the ratio of the pressure branch pipe to the main pipe;
When the main pipe on two sides or one side of the node is pulled, then get psin＝1。
ψa-a parameter,
a-a gap between the two branch pipes, and when a is less than 0, taking a as 0;
f-design values of tensile strength, compression strength and bending strength of the main pipe steel;
fy-yield strength of the main pipe steel;
The smaller absolute value of the axial compressive stress of the main pipe on the two sides of the sigma-node.
the nodes are split layer by layer, and the ultimate bearing capacity calculation formula of each process node is respectively fitted by using a least square method as follows:
girder node III
ψ3considering the influencing parameters of the main pipe 1 and the inclined pipe 2,
Second beam node
ψ2considering the influencing parameters of the main pipe 1 and the first branch pipe 7,
third, the beam node one
ψ1Considering the influencing parameters of the main pipe 1, the second branch pipe 8 and the third branch pipe 9,
Fourthly, the original space beam node
Through the above formulas, the ultimate bearing capacity of the space beam node can be calculated during design, in order to verify the practicability of the formulas, firstly, the comparison of a finite element model and experimental data is carried out, the experiment is carried out, the experimental data is collected, and the data is sorted to obtain the finite element analysis of the node bearing capacity and the comparison of the experimental results, as shown in fig. 5. The error band between the finite element value and the formula calculated value of the original beam node is shown in the (a), the error band between the finite element value and the formula calculated value of the beam node is shown in the (b), the error band between the finite element value and the formula calculated value of the beam node is shown in the (c), and the error band between the three finite element value and the formula calculated value of the beam node is shown in the (d).
in fig. 5, there are oblique lines with a slope of 1:1, and the point on each line represents a calculated error of 0% in the formula. The figure (a) is an error band between the finite element value of the original space beam node and the calculated value of the formula, and the error band is basically within +/-5%, a few points are close to + 10%, the average value of the absolute value of the error is 3.45%, and the absolute value of the maximum error is 13.63%. The graphs (b) to (d) show the error bands of the ultimate bearing capacity of the nodes in the splitting process, and the average values of the absolute values of the errors are respectively 2.97%, 1.98% and 3.71%, and the absolute values of the maximum errors are respectively 8.97%, 8.41% and 12.07%. As a whole, the calculated value of the formula is closer to the finite element result, which shows the accuracy of the formula.
then, the finite element analysis values were compared with the calculation results of the calculation formula, and the calculation processing data are shown in table 1, in which the unit is kN.
TABLE 1 comparison table of finite element analysis values and calculation results of calculation formulas
In table, P0、P1、P2、P3and respectively representing finite element calculation results of an original node, a beam node I, a beam node II and a beam node III.
as can be seen from the statistics of table 1 and fig. 5, the maximum relative difference between the finite element value and the experimental value is 10.13%, the error range is small, i.e., the goodness of fit between the calculation formula result and the experimental data is high, and the method has practical value.
the invention fits a calculation formula of the ultimate bearing capacity of the steel tube lattice type multi-branch beam node, the error between calculation data and experimental data is small, and the calculation through the formula can provide reference for engineering design.
The above-mentioned embodiments only express the specific embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the present invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention.
Claims (7)
1. A steel pipe lattice type manifold is characterized by comprising a main pipe, a vertical pipe, an inclined pipe, a first gusset plate, a second gusset plate, a plugboard, a first branch pipe, a second branch pipe, a third branch pipe and a fourth branch pipe;
The first gusset plate and the second gusset plate are arranged along the axial direction of the main pipe, the vertical pipe is arranged on the main pipe, the vertical pipe is positioned on one side of the first gusset plate, the second gusset plate is positioned on the other side of the first gusset plate, the vertical pipe, the first gusset plate and the second gusset plate are all arranged on the circumference of the outer wall of the main pipe, and the vertical pipe is perpendicular to the main pipe;
The connecting end of the inclined pipe is connected with the main pipe, the connecting end is arranged close to the vertical pipe, the other end of the inclined pipe is arranged far away from the vertical pipe, and the axial lead of the inclined pipe and the axial lead of the vertical pipe are positioned on the same plane;
the first branch pipe and the second branch pipe are respectively connected to two ends of the first gusset plate through plugboards; the third branch pipe and the fourth branch pipe are connected to two ends of the second gusset plate through plugboards respectively.
2. the lattice manifold of claim 1, wherein said socket plates are respectively connected to said first, second, third and fourth branch tubes, said socket plates being respectively bolted to said first and second gusset plates.
3. the lattice manifold of claim 1, wherein said first, second, third and fourth legs have sockets.
4. the steel tube lattice manifold of claim 1, wherein said first gusset plate and said second gusset plate are stiffener gusset plates.
5. The method of calculating beam node bearing capacity of a steel tube lattice manifold as claimed in any one of claims 1 to 4, comprising the steps of:
S1, establishing finite element models of all parts in the steel tube lattice type manifold, and combining the finite element models of all parts to form the finite element model of the steel tube lattice type manifold;
s2, successively splitting and analyzing the finite element model of the steel tube lattice type manifold to obtain a finite element analysis result;
And S3, performing regression simulation on the finite element analysis result to obtain a calculation formula of the bearing capacity of the steel tube lattice type manifold node.
6. The method of claim 5, wherein the step S2 of successively splitting and analyzing the finite element model of the steel tube lattice manifold comprises the steps of first removing the first and fourth structural standpipes to form a first beam node, then removing the second and third standpipes to obtain a second beam node, and finally removing the first standpipe to leave only the squibs and the main pipe to obtain a third beam node; and respectively carrying out finite element analysis on the beam node I, the beam node II and the beam node III to obtain a finite element analysis result.
7. The method of claim 5, wherein the formula for calculating the beam node bearing capacity of the steel tube lattice manifold in S3 is:
Wherein,
Pu0-design value of the load capacity of the pressure branch at the pipe joint;
ψ0Taking into account the parameters of influence of the auxiliary bar members0＝1.05；
d. t-main pipe diameter and wall thickness;
Theta-the angle between the axis of the pressure branch and the axis of the main pipe;
ψd-parameter, beta. is less than or equal to 0.7,d0.069+0.93 β; when beta is greater than 0.7, psid＝2β-0.68；
Beta-parameter, the ratio of the pressure branch pipe to the main pipe;
when the main pipe on two sides or one side of the node is pulled, then get psin＝1。
ψa-a parameter,
a-a gap between the two branch pipes, and when a is less than 0, taking a as 0;
f-design values of tensile strength, compression strength and bending strength of the main pipe steel;
fy-yield strength of the main pipe steel;
the smaller absolute value of the axial compressive stress of the main pipe on the two sides of the sigma-node.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112115625A (en) * | 2020-08-11 | 2020-12-22 | 重庆瑜煌电力设备制造有限公司 | Calculation method for extra-high voltage power transmission tower true test data node main pipe bearing capacity |
| CN113515801A (en) * | 2021-07-23 | 2021-10-19 | 中国电力工程顾问集团中南电力设计院有限公司 | Method for calculating bearing capacity of K-shaped steel pipe penetration welding joint with stiffening rib |
| CN113673061A (en) * | 2021-08-30 | 2021-11-19 | 福州大学 | Method for evaluating shearing resistance and bearing capacity of beam joint |
| CN113789984A (en) * | 2021-10-26 | 2021-12-14 | 中国能源建设集团江苏省电力设计院有限公司 | Crossing steel pipe tower tubular joint |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112115625A (en) * | 2020-08-11 | 2020-12-22 | 重庆瑜煌电力设备制造有限公司 | Calculation method for extra-high voltage power transmission tower true test data node main pipe bearing capacity |
| CN113515801A (en) * | 2021-07-23 | 2021-10-19 | 中国电力工程顾问集团中南电力设计院有限公司 | Method for calculating bearing capacity of K-shaped steel pipe penetration welding joint with stiffening rib |
| CN113515801B (en) * | 2021-07-23 | 2022-06-28 | 中国电力工程顾问集团中南电力设计院有限公司 | Method for calculating bearing capacity of steel pipe K-shaped stiffening intersecting welding node |
| CN113673061A (en) * | 2021-08-30 | 2021-11-19 | 福州大学 | Method for evaluating shearing resistance and bearing capacity of beam joint |
| CN113673061B (en) * | 2021-08-30 | 2024-03-15 | 福州大学 | Evaluation method for shear bearing capacity of beam node |
| CN113789984A (en) * | 2021-10-26 | 2021-12-14 | 中国能源建设集团江苏省电力设计院有限公司 | Crossing steel pipe tower tubular joint |
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Application publication date: 20191213 |