CN110569530A - A method for calculating the bearing capacity of a steel tube lattice manifold and its beam joints - Google Patents
A method for calculating the bearing capacity of a steel tube lattice manifold and its beam joints Download PDFInfo
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Abstract
本发明公开了一种钢管格构式多支管，涉及角钢塔技术领域，用以解决电塔架结构不稳定、承载力差的技术问题。钢管格构式多支管，包括主管、竖管、斜管、第一节点板、第二节点板、插接板、第一支管、第二支管、第三支管、第四支管；所述第一节点板和第二节点板均沿所述主管的轴线方向设置，所述竖管设于所述主管上，所述斜管的连接端与所述主管连接；所述第一支管、第二支管分别通过插接板连接于所述第一节点板的两端；所述第三支管、第四支管分别通过插接板连接于所述第二节点板的两端。本发明还公开了一种钢管格构式多支管的梁节点承载力的计算方法，所得计算结果与有限元结果较接近，二者吻合度高。
The invention discloses a steel tube lattice type manifold, which relates to the technical field of angle steel towers and is used to solve the technical problems of unstable structure and poor bearing capacity of electric towers. The steel pipe lattice type manifold includes a main pipe, a standpipe, an inclined pipe, a first gusset plate, a second gusset plate, a plug-in plate, a first branch pipe, a second branch pipe, a third branch pipe, and a fourth branch pipe; the first branch pipe Both the 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 The third branch pipe and the fourth branch pipe are respectively connected to the two ends of the second gusset board through the plug board respectively. The invention also discloses a method for calculating the bearing capacity of the beam joints of the steel tube lattice multi-branch pipe.
Description
技术领域technical field
本发明涉及角钢塔技术领域，具体来说，涉及一种钢管格构式多支管及其 梁节点承载力的计算方法。The invention relates to the technical field of angle steel towers, in particular to a method for calculating the bearing capacity of a steel tube lattice type manifold and its beam joints.
背景技术Background technique
随着我国电网建设的不断加强，作为生命线工程-输变电工程也得到了快速 发展，钢管输电塔架是输变电工程中重要的组成部分，其安全性是保障电力能 源正常利用以及电力系统正常运转的基础。With the continuous strengthening of my country's power grid construction, as a lifeline project, power transmission and transformation projects have also developed rapidly. Steel pipe transmission towers are an important part of power transmission and transformation projects. The basis for normal operation.
电塔架中，节点构造形式复杂多样，构成节点的杆件来自不同方向，导致 受力更加复杂，所有构件包括主材、斜材以及横材等均交汇于节点，节点的破 坏往往会导致与之相连的若干构件的失效，从而致使整个结构的破坏。因此， 设计一种具备高荷载力的电钢塔多支管结构，显得尤为重要，并对其多支管的 梁节点进行研究，具有重要的科学与工程意义。In the electrical tower, the structure of the nodes is complex and diverse, and the members constituting the nodes come from different directions, which leads to more complex forces. All the components including the main material, the inclined material and the transverse material meet at the nodes, and the damage of the nodes often leads to Failure of several components connected to it, resulting in the destruction of the entire structure. Therefore, it is particularly important to design a multi-branch structure of an electrical steel tower with high load capacity, and to study the beam joints of the multi-branch pipe has important scientific and engineering significance.
发明内容SUMMARY OF THE INVENTION
为解决现有技术中存在的问题，本发明提供一种钢管格构式多支管，具备 充分利用钢材和材料的承载力，提高电塔架的安全性和稳定性的优势。In order to solve the problems existing in the prior art, the present invention provides a steel tube lattice type manifold, which has the advantages of making full use of the bearing capacity of steel and materials and improving the safety and stability of the electrical tower.
为实现上述目的，本发明采用的技术方案是：For achieving the above object, the technical scheme adopted in the present invention is:
一种钢管格构式多支管，包括主管、竖管、斜管、第一节点板、第二节点 板、插接板、第一支管、第二支管、第三支管和第四支管；A steel pipe lattice type manifold, comprising a main pipe, a standpipe, an inclined pipe, a first gusset plate, a second gusset plate, a plug-in plate, a first branch pipe, a second branch pipe, a third branch pipe and a fourth branch pipe;
所述第一节点板和第二节点板均沿所述主管的轴线方向设置，所述竖管设 于所述主管上，所述竖管位于所述第一节点板的一侧，所述第二节点板位于所 述第一节点板的另一侧，所述竖管、第一节点板、第二节点板均设于所述主管 的外壁圆周上，所述竖管与所述主管相互垂直；Both the first gusset plate and the second gusset plate are arranged along the axis of the main pipe, the vertical pipe is arranged on the main pipe, the vertical pipe is located on one side of the first gusset plate, and the first gusset plate is located on one side of the first gusset plate. Two gusset plates are located 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 and the main pipe are perpendicular to each other ;
所述斜管的连接端与所述主管连接，且所述连接端靠近所述竖管设置，所 述斜管的另一端远离所述竖管设置，所述斜管的轴心线与所述竖管的轴心线处 于同一平面上；The connecting end of the inclined pipe is connected with the main pipe, and the connecting end is arranged close to the vertical pipe, the other end of the inclined pipe is arranged away from the vertical pipe, and the axis line of the inclined pipe is connected to the vertical pipe. The axis of the standpipe is on the same plane;
所述第一支管、第二支管分别通过插接板连接于所述第一节点板的两端； 所述第三支管、第四支管分别通过插接板连接于所述第二节点板的两端。The first branch pipe and the second branch pipe are respectively connected to both ends of the first gusset plate through plug-in boards; the third branch pipe and the fourth branch pipe are respectively connected to the two ends of the second junction board through plug-in boards. end.
优选的，所述插接板分别与所述第一支管、第二支管、第三支管、第四支 管插接连接，所述插接板分别与所述第一节点板、第二节点板螺栓连接。Preferably, the plug-in board is respectively connected with the first branch pipe, the second branch pipe, the third branch pipe and the fourth branch pipe, and the plug-in board is bolted with the first gusset plate and the second gusset plate respectively. connect.
优选的，所述第一支管、第二支管、第三支管、第四支管上均设有插接口。Preferably, the first branch pipe, the second branch pipe, the third branch pipe and the fourth branch pipe are all provided with insertion ports.
优选的，所述第一节点板、第二节点板均为加劲肋板节点板。Preferably, the first gusset plate and the second gusset plate are both stiffener plate gusset plates.
一种钢管格构式多支管的梁节点承载力的计算方法，包括以下步骤：A method for calculating the bearing capacity of a beam joint of a steel tube lattice type manifold, comprising the following steps:
S1、建立钢管格构式多支管中各部件的有限元模型，并对各部件的有限元 模型进行组合，构成钢管格构式多支管的有限元模型；S1. Establish a finite element model of each component in the steel tube lattice type manifold, and combine the finite element models of each component to form a finite element model of the steel tube lattice type manifold;
S2、对钢管格构式多支管的有限元模型逐次拆分、分析，得到有限元分析 结果；S2. Split and analyze the finite element model of the steel pipe lattice manifold one by one to obtain the finite element analysis results;
S3、将有限元分析结果进行回归模拟，得到钢管格构式多支管节点承载力 的计算公式。S3. Perform regression simulation on the results of the finite element analysis, and obtain the calculation formula of the bearing capacity of the multi-branch joint of the steel tube lattice type.
优选的，所述步骤S2中，将钢管格构式多支管的有限元模型逐次拆分、分 析的具体步骤为，首先除去仅起构造作用的竖管、第四支管，形成梁节点一， 其次除去第二支管、第三支管，得到梁节点二，最后除去第一支管，仅剩斜管 和主管，得到梁节点三；分别对梁节点一、梁节点二、梁节点三进行有限元分 析，得到有限元分析结果。Preferably, in the step S2, the specific steps of successively splitting and analyzing the finite element model of the steel-pipe lattice type manifold are as follows: first, the vertical pipe and the fourth branch pipe that only play a structural role are removed to form the first beam node, and secondly Remove the second branch pipe and the third branch pipe to obtain the second beam joint, and finally remove the first branch pipe, leaving only the inclined pipe and the main pipe, and obtain the beam joint three; respectively carry out the finite element analysis of the beam joint one, the beam joint two, and the beam joint three, Get the finite element analysis results.
优选的，所述S3中钢管格构式多支管节点承载力的计算公式为：Preferably, the formula for calculating the bearing capacity of the steel tube lattice multi-branch joint in the S3 is:
其中，in,
Pu0-受压支管在管节点处的承载力设计值；P u0 - the design value of the bearing capacity of the compressed branch pipe at the pipe node;
ψ0-考虑辅助材杆件的影响参数，取ψ0＝1.05；ψ 0 - Considering the influence parameters of auxiliary material members, take ψ 0 =1.05;
d、t-主管直径及壁厚；d, t - main pipe diameter and wall thickness;
θ-受压支管轴线与主管轴线之夹角；θ - the angle between the axis of the branch pipe under pressure and the axis of the main pipe;
ψd-参数，β≤0.7时，d＝0.069+0.93β；β＞0.7时，ψd＝2β-0.68；ψ d - parameter, when β≤0.7, d = 0.069+0.93β; when β>0.7, ψ d = 2β-0.68;
β-参数，受压支管与主管直径比；β-parameter, the ratio of the diameter of the compressed branch pipe to the main pipe;
当节点两侧或者一侧主管受拉时，则取ψn＝1。 When two sides of the node or one side of the main pipe is in tension, then take ψ n =1.
ψa-参数， ψ a - parameter,
a-两支管间的间隙，当a＜0时，取a＝0；a- the gap between the two pipes, when a<0, take a=0;
f-主管钢材的抗拉、抗压和抗弯强度设计值；f-Design value of tensile, compressive and flexural strength of main steel;
fy-主管钢材的屈服强度；f y - the yield strength of the main steel;
σ-节点两侧主管轴心压应力的较小绝对值。σ-The smaller absolute value of the axial compressive stress of the main pipe on both sides of the node.
本发明的有益效果是：The beneficial effects of the present invention are:
(1)钢管格构式多支管中主管和支管分别以相贯节点和管板节点方式连 接。其中相贯节点传力简单明确，受力能力良好，在节点处，同一轴线上的相 邻主管贯通，其他支管通过杆件端头与主管外表面焊接。管板节点中，支管通 过插板与焊接在主管上的节点板相连，整个节点简单，且节点板尺寸可灵活调 整，质量易与保证。(1) The main pipe and the branch pipe in the steel pipe lattice type manifold are connected by the intersecting node and the tube plate node respectively. Among them, the force transmission of the intersecting nodes is simple and clear, and the force bearing capacity is good. At the nodes, the adjacent main pipes on the same axis are connected, and other branch pipes are welded to the outer surface of the main pipe through the end of the rod. In the tube-plate joint, the branch pipe is connected to the gusset plate welded on the main pipe through the insert plate. The whole joint is simple, and the size of the gusset plate can be adjusted flexibly, and the quality is easy and guaranteed.
(2)支管可通过支撑作用提高钢管格构式多支管中节点的整体刚度和承 载力。(2) The branch pipe can improve the overall stiffness and bearing capacity of the nodes in the steel pipe lattice type manifold through the support effect.
(3)带有节点板连接的复杂梁节点的建议计算公式，所得计算结果与有限 元结果较接近，二者吻合度高。(3) The proposed calculation formula of complex beam joints with gusset plate connection, the obtained calculation results are close to the finite element results, and the two have a high degree of agreement.
附图说明Description of drawings
图1是本发明中实施例1中的一种钢管格构式多支管的结构示意图；Fig. 1 is the structural representation of a kind of steel pipe lattice type manifold in embodiment 1 of the present invention;
图2是本发明中实施例2中的一种钢管格构式多支管梁节点承载力的计算 方法中梁节点一的结构示意图；Fig. 2 is the structural representation of beam node one in the calculation method of the bearing capacity of a kind of steel tube lattice type multi-branch beam node bearing capacity in embodiment 2 of the present invention;
图3是本发明中实施例2中的一种钢管格构式多支管的梁节点承载力的计 算方法中梁节点二的结构示意图；Fig. 3 is the structural representation of beam node two in the calculation method of the beam node bearing capacity of a kind of steel tube lattice type manifold in embodiment 2 of the present invention;
图4是本发明中实施例2中的一种钢管格构式多支管的梁节点承载力的计 算方法中梁节点三的结构示意图；Fig. 4 is the structural representation of beam node three in the calculation method of the beam node bearing capacity of a kind of steel tube lattice type manifold in embodiment 2 of the present invention;
图5是本发明中实施例2中的一种钢管格构式多支管的梁节点承载力的计 算方法中梁节点有限元值与公式计算值间的误差带模型图；Fig. 5 is the error zone model diagram between the beam joint finite element value and the formula calculation value in the calculation method of the beam joint bearing capacity of a kind of steel pipe lattice type manifold in the embodiment 2 of the present invention;
其中，1、主管；2、竖管；3、斜管；4、第一节点板；5、第二节点板；6、 插接板；7、第一支管；8、第二支管；9、第三支管；10、第四支管。Among them, 1. main pipe; 2. vertical pipe; 3. inclined pipe; 4. first gusset plate; 5. second gusset plate; 6. plug-in plate; 7. first branch pipe; 8. second branch pipe; 9. The third branch pipe; 10, the fourth branch pipe.
具体实施方式Detailed ways
下面结合附图对本发明的实施例进行详细说明。The embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
实施例1：Example 1:
如图1所示，本实施例公开了一种钢管格构式多支管，包括主管1、竖管2、 斜管3、第一节点板4、第二节点板5、插接板6、第一支管7、第二支管8、第 三支管9和第四支管10；As shown in FIG. 1 , this embodiment discloses a steel pipe lattice type manifold, including a main pipe 1 , a vertical pipe 2 , an inclined pipe 3 , a first gusset plate 4 , a second gusset plate 5 , a plug plate 6 , a first One branch pipe 7, second branch pipe 8, third branch pipe 9 and fourth branch pipe 10;
第一节点板4和第二节点板5均沿主管1的轴线方向设置，竖管2设于主 管1上，竖管2位于第一节点板4的一侧，第二节点板5位于第一节点板4的 另一侧，竖管2、第一节点板4、第二节点板5均设于主管1的外壁圆周上，竖 管2与主管1相互垂直；Both the first gusset plate 4 and the second gusset plate 5 are arranged along the axis of the main pipe 1, the standpipe 2 is provided on the main pipe 1, the standpipe 2 is located on one side of the first gusset plate 4, and the second gusset plate 5 is located on the first gusset plate 4. On the other side of the gusset plate 4, the standpipe 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 standpipe 2 and the main pipe 1 are perpendicular to each other;
斜管3的连接端与主管1连接，且连接端靠近竖管2设置，斜管3的另一 端远离竖管2设置，斜管3的轴心线与竖管2的轴心线处于同一平面上；The connecting end of the inclined pipe 3 is connected with the main pipe 1, and the connecting end is set close to the vertical pipe 2, the other end of the inclined pipe 3 is set away from the vertical pipe 2, and the axis line of the inclined pipe 3 and the axial center line of the vertical pipe 2 are in the same plane superior;
第一支管4、第二支管5分别通过插接板6连接于第一节点板4的两端；第 三支管9、第四支管10分别通过插接板6连接于第二节点板5的两端。The first branch pipe 4 and the second branch pipe 5 are respectively connected to the two ends of the first gusset plate 4 through the plug board 6 ; the third branch pipe 9 and the fourth branch pipe 10 are respectively connected to the two ends of the second junction board 5 through the plug board 6 . end.
插接板6分别与第一支管7、第二支管8、第三支管9、第四支管10插接连 接，插接板6分别与第一节点板4、第二节点板5螺栓连接。The plug board 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, and the plug board 6 is respectively connected with the first gusset plate 4 and the second gusset plate 5 by bolts.
第一支管7、第二支管8、第三支管9、第四支管10上均设有插接口。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 insertion ports.
第一节点板4、第二节点板5均为加劲肋板节点板。The first gusset plate 4 and the second gusset plate 5 are both stiffener plate gusset plates.
插接板6为凹状铁质钢板。The plug board 6 is a concave iron steel plate.
实施例2：Example 2:
对实施例1中钢管格构式多支管的梁节点承载力的计算方法，步骤如下：To the calculation method of the beam joint bearing capacity of the steel tube lattice type manifold in embodiment 1, the steps are as follows:
S1、采用软件ANSYS建模，建立钢管格构式多支管中各部件的有限元模型， 包括主管1、竖管2、斜管3、节点板4、第一支管6、第二支管7、第三支管8、 第三支管9，并将以上各部件按照实施例1的位置关系组合。节点模型采用 SHELL181壳单元模拟，不考虑焊缝的影响，构件与节点板螺栓孔连接处采用 MPC184单元模拟。S1. Using the software ANSYS to model, establish the finite element model of each component in the steel tube lattice manifold, including the main pipe 1, the vertical pipe 2, the inclined pipe 3, the gusset plate 4, the first branch pipe 6, the second branch pipe 7, the first The three branch pipes 8 and the third branch pipe 9 are combined according to the positional relationship of the first embodiment. The joint model is simulated by SHELL181 shell element, without considering the influence of welds, and the MPC184 element is used to simulate the connection between the member and the bolt hole of the gusset plate.
考虑节点模型的几何非线性、材料非线性，钢材本构关系采用多线性模型 及等向强化理论。Considering the geometric nonlinearity and material nonlinearity of the nodal model, the steel constitutive relation adopts the multi-linear model and the isotropic strengthening theory.
S2、对钢管格构式多支管的有限元模型逐次拆分、分析，得到有限元分析 结果。具体为，将钢管格构式多支管的有限元模型逐次拆分、分析的具体步骤 为，首先除去仅起构造作用的竖管2、第四支管10，形成梁节点一(如图2所 示)，其次除去第二支管8、第三支管9，得到梁节点二(如图3所示)，最后 除去第一支管7，仅剩斜管3和主管1，得到梁节点三(如图4所示)；分别对 梁节点一、梁节点二、梁节点三进行有限元分析，得到有限元分析结果。S2. Split and analyze the finite element model of the steel pipe lattice manifold one by one to obtain the finite element analysis results. Specifically, the specific steps for successively splitting and analyzing the finite element model of the steel pipe lattice manifold are: first, remove the vertical pipe 2 and the fourth branch pipe 10 that only play a structural role to form a beam node 1 (as shown in FIG. 2 ). ), then remove the second branch pipe 8 and the third branch pipe 9 to obtain beam node two (as shown in Figure 3), and finally remove the first branch pipe 7, leaving only the inclined pipe 3 and the main pipe 1 to obtain beam node three (as shown in Figure 4 ). The finite element analysis is carried out on the beam node 1, the beam node 2, and the beam node 3 respectively, and the finite element analysis results are obtained.
S3、将有限元分析结果进行回归模拟，得到钢管格构式多支管节点承载力 的计算公式：S3. Perform regression simulation on the results of the finite element analysis, and obtain the calculation formula of the bearing capacity of the multi-branch joint of the steel tube lattice:
其中，in,
Pu0-受压支管在管节点处的承载力设计值；P u0 - the design value of the bearing capacity of the compressed branch pipe at the pipe node;
ψ0-考虑辅助材杆件的影响参数，取ψ0＝1.05；ψ 0 - Considering the influence parameters of auxiliary material members, take ψ 0 =1.05;
d、t-主管直径及壁厚；d, t - main pipe diameter and wall thickness;
θ-受压支管轴线与主管轴线之夹角；θ - the angle between the axis of the branch pipe under pressure and the axis of the main pipe;
ψd-参数，β≤0.7时，d＝0.069+0.93β；β＞0.7时，ψd＝2β-0.68；ψ d - parameter, when β≤0.7, d=0.069+0.93β; when β>0.7, ψ d =2β-0.68;
β-参数，受压支管与主管直径比；β-parameter, the ratio of the diameter of the compressed branch pipe to the main pipe;
当节点两侧或者一侧主管受拉时，则取ψn＝1。 When two sides of the node or one side of the main pipe is in tension, then take ψ n =1.
ψa-参数， ψ a - parameter,
a-两支管间的间隙，当a＜0时，取a＝0；a- the gap between the two pipes, when a<0, take a=0;
f-主管钢材的抗拉、抗压和抗弯强度设计值；f-Design value of tensile, compressive and flexural strength of main steel;
fy-主管钢材的屈服强度；f y - the yield strength of the main steel;
σ-节点两侧主管轴心压应力的较小绝对值。σ-The smaller absolute value of the axial compressive stress of the main pipe on both sides of the node.
通过逐层拆分节点，利用最小二乘法分别拟合出各过程节点的极限承载力 计算公式如下：By splitting the nodes layer by layer, using the least squares method to fit the ultimate bearing capacity of each process node, the calculation formula is as follows:
①梁节点三①Beam node three
ψ3-考虑主管1与斜管2的影响参数，ψ 3 - considering the influence parameters of main pipe 1 and inclined pipe 2,
②梁节点二②Beam node two
ψ2-考虑主管1及第一支管7的影响参数，ψ 2 - considering the influence parameters of the main pipe 1 and the first branch pipe 7,
③梁节点一③Beam node one
ψ1-考虑主管1、第二支管8和第三支管9的影响参数，ψ 1 - considering the influence parameters of the main pipe 1, the second branch pipe 8 and the third branch pipe 9,
④原空间梁节点④Original space beam node
经上述各公式，即可在设计时对空间梁节点极限承载力进行计算，为验证 公式的实用性，首先进行有限元模型与实验数据的对比，进行实验并收集实验 数据，整理数据得到节点承载力的有限元分析与实验结果对比，如图5所示。 其中，(a)为原梁节点有限元值与公式计算值间的误差带，(b)为梁节点一 有限元值与公式计算值间的误差带，(c)为梁节点二有限元值与公式计算值间 的误差带，(d)为梁节点三有限元值与公式计算值间的误差带。After the above formulas, the ultimate bearing capacity of space beam joints can be calculated during design. In order to verify the practicability of the formula, the finite element model and experimental data are first compared, and experiments are carried out and experimental data are collected. The finite element analysis of the force is compared with the experimental results, as shown in Figure 5. Among them, (a) is the error band between the finite element value of the original beam node and the calculated value of the formula, (b) is the error band between the finite element value of the beam node 1 and the calculated value of the formula, (c) is the finite element value of the beam node 2 The error band between the calculated value and the formula, (d) is the error band between the three finite element values of the beam node and the calculated value of the formula.
图5中均有斜率为1:1的斜线，每个直线上的点表示公式计算值误差为0％。 图(a)为原空间梁节点有限元值与公式计算值间的误差带，可知误差带基本在 ±5％之内，少部分点接近+10％，误差绝对值的平均值为3.45％，最大误差的绝 对值为13.63％。图(b)～(d)为拆分过程中节点极限承载力误差带，误差绝对值的 平均值分别为为2.97％、1.98％、3.71％、最大误差的绝对值为8.97％、8.41％、 12.07％。总体可知，公式计算值与有限元结果较为接近，表明公式的精确性。In Figure 5, there are oblique lines with a slope of 1:1, and the point on each straight line indicates that the error of the calculated value of the formula is 0%. Figure (a) shows the error band between the finite element value of the original space beam node and the calculated value of the formula. It can be seen that the error band is basically within ±5%, a few points are close to +10%, and the average value of the absolute value of the error is 3.45%. The absolute value of the maximum error is 13.63%. Figures (b) to (d) are the error bands of the ultimate bearing capacity of the nodes during the splitting process. The average values of the absolute values of the errors are 2.97%, 1.98%, 3.71%, and the absolute values of the maximum errors are 8.97%, 8.41%, 12.07%. Overall, it can be seen that the calculated value of the formula is relatively close to the finite element result, indicating the accuracy of the formula.
然后进行有限元分析值与计算公式计算结果的对比，计算处理数据如表1 所示，表中单位为kN。Then, the finite element analysis value is compared with the calculation result of the calculation formula. The calculation and processing data are shown in Table 1, and the unit in the table is kN.
表1有限元分析值与计算公式计算结果对比表Table 1 Comparison table between finite element analysis values and calculation formula calculation results
表中，P0、P1、P2、P3分别表示原节点、梁节点一、梁节点二、梁节点三的有限 元计算结果。In the table, P 0 , P 1 , P 2 , and P 3 represent the finite element calculation results of the original node, the first beam node, the second beam node, and the third beam node, respectively.
由表1及图5统计可知，有限元值与实验值最大相对差值为10.13％，误差 范围小，即计算公式结果与实验数据吻合度较高，具有实用价值。From the statistics in Table 1 and Figure 5, it can be seen that the maximum relative difference between the finite element value and the experimental value is 10.13%, and the error range is small, that is, the result of the calculation formula is in good agreement with the experimental data, which has practical value.
本发明拟合出了钢管格构式多支管梁节点极限承载力的计算公式，计算数 据与实验数据误差较小，通过该公式进行计算可以为工程设计提供参考。The invention fits the calculation formula of the ultimate bearing capacity of the steel pipe lattice type multi-branched pipe beam joint, and the error between the calculation data and the experimental data is small, and the calculation by the formula can provide reference for the engineering design.
以上所述实施例仅表达了本发明的具体实施方式，其描述较为具体和详细， 但并不能因此而理解为对本发明专利范围的限制。应当指出的是，对于本领域 的普通技术人员来说，在不脱离本发明构思的前提下，还可以做出若干变形和 改进，这些都属于本发明的保护范围。The above-mentioned embodiments only represent specific embodiments of the present invention, and the descriptions thereof are specific and detailed, but should not be construed as limiting the patent scope of the present invention. It should be pointed out that for those of ordinary skill in the art, without departing from the concept of the present invention, some modifications and improvements can be made, and these all belong to the protection scope of the present invention.
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| 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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| 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 |
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| CN113673061A (en) * | 2021-08-30 | 2021-11-19 | 福州大学 | Method for evaluating shearing resistance and bearing capacity of beam joint |
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| 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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