CN111985018A - Calculation method for designing wind load of ultrahigh large-span tower and line based on inertia force method and tower line separation method and considering tower line coupling influence - Google Patents

Calculation method for designing wind load of ultrahigh large-span tower and line based on inertia force method and tower line separation method and considering tower line coupling influence Download PDF

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CN111985018A
CN111985018A CN202010245501.1A CN202010245501A CN111985018A CN 111985018 A CN111985018 A CN 111985018A CN 202010245501 A CN202010245501 A CN 202010245501A CN 111985018 A CN111985018 A CN 111985018A
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赵爽
晏致涛
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Abstract

本发明公开了一种基于惯性力法和塔线分离法考虑塔线耦合影响的超高大跨越塔、线风载荷的计算方法,步骤为:搭建超高大跨越塔的塔线体系,获取塔线体系的物理参数;基于塔线耦合影响因子,求取杆塔等效阻尼系数、塔线体系超高大跨越塔的风振系数、塔线体系悬垂绝缘子串最大风偏角的风振系数、塔线体系风荷载脉动折减系数;对塔线体系超高大跨越塔的风振系数、风偏角的风振系数进行修正计算,得到塔线体系超高大跨越塔的修正风振系数和塔线体系输电线的修正风振系数;基于塔线分离法,在等效振动惯性力作用下计算超高大跨越塔线体系中超高输电塔的设计风荷载和大跨越输电线的设计风荷载。有益效果:单塔设计精度高,可靠。

Figure 202010245501

The invention discloses a calculation method for ultra-high and large-span towers and line wind loads based on an inertial force method and a tower-line separation method considering the influence of tower-line coupling. Based on the influence factor of the tower-line coupling, the equivalent damping coefficient of the tower, the wind vibration coefficient of the super-large spanning tower of the tower-line system, the wind-vibration coefficient of the maximum wind deflection angle of the suspended insulator string of the tower-line system, and the wind vibration coefficient of the tower-line system are obtained. Load pulsation reduction coefficient; modify and calculate the wind vibration coefficient of the super-large spanning tower of the tower-line system and the wind-vibration coefficient of the wind deflection angle, and obtain the corrected wind-vibration coefficient of the super-large spanning tower of the tower-line system and the transmission line of the tower-line system. Modified wind vibration coefficient; based on the tower-line separation method, the design wind load of the ultra-high transmission tower and the design wind load of the long-span transmission line in the ultra-high and large-span tower-line system are calculated under the action of the equivalent vibration inertial force. Beneficial effects: the single tower is designed with high precision and reliability.

Figure 202010245501

Description

基于惯性力法和塔线分离法考虑塔线耦合影响的超高大跨越 塔、线设计风载荷的计算方法Ultra-high and large spanning considering the influence of tower-line coupling based on inertial force method and tower-line separation method Calculation method of tower and line design wind load

技术领域technical field

本发明涉及技术领域,具体的说是一种基于惯性力法和塔线分离法考虑塔线耦合影响的超高大跨越塔、线风载荷的计算方法。The invention relates to the technical field, in particular to a calculation method for ultra-high spanning tower and line wind loads based on an inertial force method and a tower-line separation method considering the influence of tower-line coupling.

背景技术Background technique

超高输电塔是与常规输电塔相比较,其塔高超出梯度风高度的输电塔。A super-tall transmission tower is a transmission tower whose tower height exceeds the gradient wind height compared with conventional transmission towers.

动力时程分析可以获得结构的风振响应,但是采用杆塔设计规范计算的风振系数简明、方便、省时,现阶段该方法仍被设计人员广泛采用。通过规范计算的风振系数应该具有能够使输电塔的风振响应和实际最大风振响应等效的作用。采用准确的风振系数进行杆塔设计是保证输电线路正常运行的前提。Dynamic time history analysis can obtain the wind vibration response of the structure, but the wind vibration coefficient calculated by the tower design code is concise, convenient and time-saving, and this method is still widely used by designers at this stage. The wind vibration coefficient calculated by the specification should have the effect of making the wind vibration response of the transmission tower equivalent to the actual maximum wind vibration response. The use of accurate wind vibration coefficients for tower design is the premise to ensure the normal operation of transmission lines.

采用杆塔设计规范计算的风荷载简明、方便、省时,现阶段该方法仍被设计人员广泛采用。通过规范计算的风荷载应该具有能够使输电塔的风振响应和实际最大风振响应等效的作用。采用准确的效静力风荷载进行杆塔设计是保证输电线路正常运行的前提。现有电力相关标准中:例如文献(1)GB 50545-2010.110kV~750kV架空输电线路设计规范[S].北京:中国计划出版社,2010;(2)GB 50665-2011.1000kV架空输电线路设计规范[S].北京:中国计划出版社,2011;(3)DL/T 5154-2012.架空输电线路杆塔结构设计技术规定[S].北京:中国计划出版社,2012和(4)DL/T 5504-2015.特高压架空输电线路大跨越设计技术规定[S].北京: 中国计划出版社,2015中给出了60m以下的单塔风振系数的取值,并推荐了60m以上时采用荷载规范计算风振系数。荷载规范的风振系数适用于外形和质量有规律变化的密实建筑物。输电塔为格构式构筑物,横担和横隔面的质量和挡风面积对风振系数的影响大。另外,采用钢管混凝土是荷载规范计算风振系数时没有考虑到的。采用随机振动理论计算输电塔的等效静力风荷载时,表达式涉及复杂的多重积分,并且输电塔的外形和质量分布不规律,很难用一个统一的表达式概括。并且,导线发生风振时的气动阻尼随平均风速的增加而增大,风振响应的共振分量因气动阻尼而大幅降低,计算中可忽略不计。并且超高大跨越塔组成的单塔体系还需要考虑塔线耦合效应产生的修正,这对最终计算出高精度的单塔体系风荷载具有重要的意义。The wind load calculated by the tower design code is concise, convenient and time-saving, and this method is still widely used by designers at this stage. The wind load calculated by the code should have the effect of making the wind vibration response of the transmission tower equivalent to the actual maximum wind vibration response. Using accurate effective static wind load for tower design is the premise to ensure the normal operation of transmission lines. Among the existing power-related standards: such as literature (1) GB 50545-2010. Design specifications for 110kV ~ 750kV overhead transmission lines [S]. Beijing: China Planning Press, 2010; (2) GB 50665-2011. Design specifications for 1000kV overhead transmission lines [S]. Beijing: China Planning Press, 2011; (3) DL/T 5154-2012. Technical Regulations for the Design of Tower Structures for Overhead Transmission Lines [S]. Beijing: China Planning Press, 2012 and (4) DL/T 5504-2015. Technical regulations for large span design of UHV overhead transmission lines [S]. Beijing: China Planning Press, 2015, the value of the wind vibration coefficient of a single tower below 60m is given, and it is recommended to use the load when it is above 60m Standardized calculation of wind vibration coefficient. The wind vibration coefficient of the load specification is suitable for compact buildings with regular changes in shape and mass. The transmission tower is a lattice structure, and the mass and wind-blocking area of the cross-arm and the diaphragm have a great influence on the wind-vibration coefficient. In addition, the use of CFST is not considered in the calculation of wind vibration coefficients in the load code. When using the random vibration theory to calculate the equivalent static wind load of a transmission tower, the expression involves complex multiple integrals, and the shape and mass distribution of the transmission tower are irregular, so it is difficult to summarize it with a unified expression. In addition, the aerodynamic damping of the wire increases with the increase of the average wind speed, and the resonance component of the wind vibration response is greatly reduced due to the aerodynamic damping, which can be ignored in the calculation. In addition, the single-tower system composed of ultra-high-span towers also needs to consider the correction caused by the coupling effect of the tower-line, which is of great significance for the final calculation of the high-precision wind load of the single-tower system.

发明内容SUMMARY OF THE INVENTION

针对上述问题,本发明提供了一种基于惯性力法和塔线分离法考虑塔线耦合影响的超高大跨越塔、线风载荷的计算方法,来提高塔线体系风载荷计算精度。为达到上述目的,本发明采用的具体技术方案如下:In view of the above problems, the present invention provides a calculation method for ultra-high spanning tower and line wind loads based on the inertial force method and the tower-line separation method considering the influence of the tower-line coupling, so as to improve the calculation accuracy of the wind load of the tower-line system. In order to achieve the above object, the concrete technical scheme adopted in the present invention is as follows:

一种基于惯性力法和塔线分离法考虑塔线耦合影响的超高大跨越塔、线风载荷的计算方法,具体步骤为:S1:搭建超高大跨越塔的塔线体系,并获取塔线体系的超高大跨越塔、输电线、绝缘子串的物理参数;上述数据至少包括超高大跨越塔所在地面粗糙度类别、设定10m 高度处的平均分速

Figure RE-GDA0002611340760000011
超高大跨越塔的总高度H、跟开b1、横担个数nc、横担平均外伸长度
Figure RE-GDA0002611340760000012
以及输电塔与导线、绝缘子串的布置方案;还包括导线线性和导线线长等。S2:基于塔线耦合影响因子,根据塔线体系中杆塔等效阻尼系数δe;S3:将步骤S2得到的塔线体系中杆塔等效阻尼系数δe来替换阻尼系数ζ1,求取塔线体系超高大跨越塔的风振系数β(z);考虑线形与线长影响因子,计算塔线体系悬垂绝缘子串最大风偏角的风振系数β;S4:考虑塔线耦合效应,求取塔线体系风荷载脉动折减系数εc;S5:根据步骤S4得到的塔线体系风荷载脉动折减系数,对步骤S3中的塔线体系超高大跨越塔的风振系数、塔线体系输电线的风振系数进行修正计算,得到塔线体系超高大跨越塔的修正风振系数β*(z)和塔线体系输电线的修正风振系数β*;S6:基于塔线分离法,在等效振动惯性力作用下计算超高大跨越塔线体系中超高输电塔的设计风荷载fESWL(z)和大跨越输电线的设计风荷载WX。A calculation method for super-large spanning towers and line wind loads based on inertial force method and tower-line separation method considering the influence of tower line coupling. The physical parameters of super-large spanning towers, transmission lines, and insulator strings; the above data at least include the ground roughness category where the super-large spanning towers are located, and the average speed at a set height of 10m.
Figure RE-GDA0002611340760000011
Total height H of super-large spanning tower, following opening b 1 , number of cross-arm n c , average outreach length of cross-arm
Figure RE-GDA0002611340760000012
As well as the layout of transmission towers, wires, and insulator strings; it also includes wire linearity and wire length. S2: Based on the influence factor of the tower-line coupling, according to the equivalent damping coefficient δ e of the tower in the tower-line system; S3: Replace the damping coefficient ζ 1 with the equivalent damping coefficient δ e of the tower in the tower-line system obtained in step S2, and obtain the tower Wind vibration coefficient β(z) of the super-high spanning tower of the line system; considering the influence factors of line shape and line length, calculate the wind vibration coefficient β of the maximum wind deflection angle of the pendant insulator string of the tower-line system; S4: considering the coupling effect of the tower line, obtain The wind load fluctuation reduction coefficient εc of the tower-line system; S5: the wind-load fluctuation reduction coefficient of the tower-line system obtained according to step S4, the wind-vibration coefficient of the tower-line system in step S3, the wind vibration coefficient of the super-large spanning tower, and the power transmission of the tower-line system According to the correction calculation of the wind vibration coefficient of the line, the corrected wind vibration coefficient β * (z) of the tower-line system and the transmission line of the tower-line system are obtained; S6 : Based on the tower-line separation method, in Calculate the design wind load f ESWL (z) of the ultra-high transmission tower and the design wind load W X of the long-span transmission line in the super-high-span tower-line system under the action of equivalent vibration inertial force.

再进一步的技术方案,步骤S2的具体步骤为:In a further technical solution, the specific steps of step S2 are:

S21:根据步骤S1的超高大跨越塔的塔线体系,得到超高大跨越塔线体系计算模型图;所述塔线体系计算模型中的杆塔为密实结构,塔身为正方形的变截面,由下至上尺寸变小,横担为等截面;所述塔线体系计算模型中的导线两端等高,与固定铰支座连接;所述塔线体系计算模型中的杆塔高度为H,横担悬臂长度为lca,绝缘子长度为lin,导线跨度为L。导线挂点无高差。S22:设定输电线和绝缘子串振动的假设条件,得到的超高大跨越塔线体系中输电线和绝缘子串的振型图以及迎风面、被风面输电线和绝缘子串的广义质量、广义刚度和广义阻尼;并将超高大跨越塔线体系中输电线和绝缘子串组合形成索结构体系;所述导线和绝缘子串振动的假设条件为:迎风面和背风面的导线在风荷载下的振动同步;绝缘子串的频率和阻尼比由导线控制,与导线的一致。所述迎风面、被风面导线的广义质量计算公式为:

Figure RE-GDA0002611340760000021
S21: According to the tower line system of the super-large spanning tower in step S1, a calculation model diagram of the super-large spanning tower line system is obtained; The upper dimension becomes smaller, and the cross-arm is of equal cross-section; in the calculation model of the tower-line system, both ends of the wire are of equal height and are connected to the fixed hinge support; the height of the tower in the calculation model of the tower-line system is H, and the cross-arm cantilever The length is l ca , the insulator length is l in , and the wire span is L. There is no height difference between the wire hanging points. S22: Set the assumptions of the vibration of the transmission line and the insulator string, and obtain the mode shape diagram of the transmission line and the insulator string in the super-large spanning tower line system, as well as the generalized mass and generalized stiffness of the windward side and the windward side of the transmission line and the insulator string. and generalized damping; combine the transmission lines and insulator strings in the super-large spanning tower line system to form a cable structure system; the assumptions of the vibration of the conductors and insulator strings are: the vibration synchronization of the conductors on the windward side and the leeward side under wind load ; The frequency and damping ratio of the insulator string are controlled by the wire and are consistent with those of the wire. The generalized mass calculation formula of the windward side and the windward side conductor is:
Figure RE-GDA0002611340760000021

所述迎风面、被风面导线的广义刚度计算公式为:

Figure RE-GDA0002611340760000022
所述迎风面、被风面导线的广义阻尼计算公式为:
Figure RE-GDA0002611340760000023
mc为单根导线单位线长的质量;单根导线振型
Figure RE-GDA0002611340760000024
-L≤y≤L;γg为导线的自重比载;σ0为导线的水平初应力;Γ为导线的线长,
Figure RE-GDA0002611340760000025
ζc=ζscac;ζsc为导线结构阻尼比;ζac为导线启动阻尼比;Nc为分裂导线的个数;Tw为平均风状态下单根导线的水平张力;ζc为导线阻尼比;所述迎风面、被风面绝缘子串的广义质量计算公式为:
Figure RE-GDA0002611340760000026
所述迎风面、被风面绝缘子串的广义刚度计算公式为:
Figure RE-GDA0002611340760000027
所述迎风面、被风面绝缘子串的广义阻尼计算公式为:
Figure RE-GDA0002611340760000028
其中,min为绝缘子串单位高度质量;Din为绝缘子串迎风外径;绝缘子串振型
Figure RE-GDA0002611340760000029
H-lin≤z≤H;ζin为绝缘子串阻尼比;
Figure RE-GDA00026113407600000210
lin为绝缘子长度;其中,索结构体系对应的广义质量、广义刚度和广义阻尼的计算公式为:
Figure RE-GDA00026113407600000211
本发明中,下标ci表示索结构。The generalized stiffness calculation formula of the windward side and the windward side wire is:
Figure RE-GDA0002611340760000022
The generalized damping calculation formula of the windward side and the windward side wire is:
Figure RE-GDA0002611340760000023
m c is the mass of a single wire per unit line length; the mode shape of a single wire
Figure RE-GDA0002611340760000024
-L≤y≤L; γ g is the self-weight specific load of the wire; σ 0 is the horizontal initial stress of the wire; Γ is the wire length of the wire,
Figure RE-GDA0002611340760000025
ζ c = ζ sc + ζ ac ; ζ sc is the damping ratio of the wire structure; ζ ac is the start-up damping ratio of the wire; N c is the number of split wires; Tw is the horizontal tension of a single wire under the average wind condition; ζ c is the wire damping ratio; the generalized mass calculation formula of the windward and windward side insulator strings is:
Figure RE-GDA0002611340760000026
The generalized stiffness calculation formulas of the windward and windward side insulator strings are:
Figure RE-GDA0002611340760000027
The generalized damping calculation formula of the windward and windward side insulator strings is:
Figure RE-GDA0002611340760000028
Among them, m in is the unit height mass of the insulator string; D in is the windward outer diameter of the insulator string; the vibration type of the insulator string
Figure RE-GDA0002611340760000029
Hl in ≤z≤H; ζ in is the damping ratio of the insulator string;
Figure RE-GDA00026113407600000210
l in is the length of the insulator; among them, the calculation formulas of the generalized mass, generalized stiffness and generalized damping corresponding to the cable structure system are:
Figure RE-GDA00026113407600000211
In the present invention, the subscript ci represents a cable structure.

S23:将步骤S22得到的数据构建索结构体系结合杆塔结构组成塔线耦合简化计算模型; S24:基于杆塔结构组成塔线耦合简化计算模型,求取超高大跨越塔线体系下杆塔顺风向位移的共振分量的均方值和单塔时杆塔顺风向位移共振分量的均方值;从而得到二者的比例式;所述塔线体系下杆塔顺风向位移的共振分量的均方值的计算公式为:S23: Construct the cable structure system combined with the tower-tower structure to form a simplified calculation model of the tower-line coupling based on the data obtained in step S22; S24: Based on the tower-tower structure to form a simplified calculation model of the tower-line coupling, obtain the downwind displacement of the tower under the super-large spanning tower-line system The mean square value of the resonance component and the mean square value of the resonance component of the downwind displacement of the tower when a single tower is used; thus the proportional formula of the two is obtained; the calculation formula of the mean square value of the resonance component of the downwind displacement of the tower under the tower line system is: :

Figure RE-GDA0002611340760000031
Figure RE-GDA0002611340760000031

Figure RE-GDA0002611340760000032
Figure RE-GDA0002611340760000032

λn=nci/nt

Figure RE-GDA0002611340760000033
λ n =n ci / nt ;
Figure RE-GDA0002611340760000033

Figure RE-GDA0002611340760000034
杆塔1阶模态的振型φt(z)=(z/H)2,0≤z≤H;
Figure RE-GDA0002611340760000034
The mode shape of the first-order mode of the tower φ t (z)=(z/H) 2 , 0≤z≤H;

Figure RE-GDA0002611340760000035
为杆塔的广义质量,
Figure RE-GDA0002611340760000036
Mca为横担的质量,mt(z)为随高度变化的杆塔单位高度质量;coh(z1,z2)为z1和z2高度处两点的脉动风速的相干函数;Sf(nt)为归一化风速谱,nt为杆塔脉动风速的频率;
Figure RE-GDA0002611340760000037
σv'为脉动风速的标准差;
Figure RE-GDA0002611340760000038
为索结构与杆塔的广义质量比值,
Figure RE-GDA0002611340760000039
λn为索结构与杆塔的频率比值;λn=nci/nt;导线悬挂于杆塔的顶部,
Figure RE-GDA00026113407600000310
ζt为总阻尼比;ζt=ζstat;ζst为杆塔结构阻尼比;ωt为杆塔无阻尼振动的圆频率;δci为索结构总阻尼比,近视取导线阻尼比,δci≈ζc,ζc=ζscac
Figure RE-GDA0002611340760000035
is the generalized mass of the tower,
Figure RE-GDA0002611340760000036
M ca is the mass of the cross arm, m t (z) is the mass per unit height of the tower that varies with height; coh(z 1 , z 2 ) is the coherence function of the fluctuating wind speed at the heights of z 1 and z 2 ; S f (n t ) is the normalized wind speed spectrum, and n t is the frequency of the pulsating wind speed of the tower;
Figure RE-GDA0002611340760000037
σ v' is the standard deviation of the fluctuating wind speed;
Figure RE-GDA0002611340760000038
is the generalized mass ratio of the cable structure to the tower,
Figure RE-GDA0002611340760000039
λ n is the frequency ratio between the cable structure and the tower; λ n =n ci /n t ; the wire is suspended on the top of the tower,
Figure RE-GDA00026113407600000310
ζ t is the total damping ratio; ζ t = ζ st + ζ at ; ζ st is the damping ratio of the tower structure; ω t is the circular frequency of the undamped vibration of the tower; δ ci is the total damping ratio of the cable structure. δ ci ≈ζ c , ζ cscac ;

ρa为空气密度,μs(z)为风压随高度变化系数;bs(z)为随高度变化的迎风面宽度;

Figure RE-GDA00026113407600000311
随高度变化的平均风速,σv'为脉动风速的标准差;ρ a is the air density, μ s (z) is the coefficient of variation of wind pressure with height; b s (z) is the width of the windward surface that varies with height;
Figure RE-GDA00026113407600000311
The mean wind speed that varies with height, σ v' is the standard deviation of the fluctuating wind speed;

ζat为杆塔气动阻尼比;

Figure RE-GDA00026113407600000312
As,ca为横担的挡风面积;所述单塔时杆塔顺风向位移共振分量的均方值为: ζat is the aerodynamic damping ratio of the tower;
Figure RE-GDA00026113407600000312
A s, ca is the windshield area of the cross arm; the mean square value of the resonance component of the downwind displacement of the tower during the single tower is:

Figure RE-GDA00026113407600000313
Figure RE-GDA00026113407600000313

所述塔线体系下杆塔顺风向位移的共振分量和所述单塔时杆塔顺风向位移共振分量的比例式为:

Figure RE-GDA00026113407600000314
The proportional formula of the resonance component of the downwind displacement of the tower under the tower line system and the resonance component of the downwind displacement of the tower when the single tower is:
Figure RE-GDA00026113407600000314

S25:基于步骤S24得到的计算公式,推导超高大跨越塔悬挂输电线后塔线等效阻尼系数的计算公式,并计算塔线体系中杆塔等效阻尼系数。计算公式的步骤为:悬挂导线后杆塔的等效阻尼比为:S25: Based on the calculation formula obtained in step S24, deduce the calculation formula of the equivalent damping coefficient of the tower line after the transmission line is suspended from the super-large spanning tower, and calculate the equivalent damping coefficient of the tower in the tower line system. The steps of the calculation formula are: the equivalent damping ratio of the tower after the suspension wire is:

Figure RE-GDA0002611340760000041
Figure RE-GDA0002611340760000041

其中,ρ与ζe的关系为:

Figure RE-GDA0002611340760000042
对于输电塔线体系而言,索结构为柔性体系,卓越频率远小于杆塔的频率;则忽略λn的高阶项;杆塔的阻尼比约为0.01,索结构的阻尼比小于1,则忽略
Figure RE-GDA0002611340760000043
项;导线悬挂于杆塔的顶部,
Figure RE-GDA0002611340760000044
故悬挂导线后塔线等效阻尼系数的计算公式为:
Figure RE-GDA0002611340760000045
Among them, the relationship between ρ and ζ e is:
Figure RE-GDA0002611340760000042
For the transmission tower line system, the cable structure is a flexible system, and the predominant frequency is much lower than the frequency of the tower; the higher-order term of λ n is ignored; the damping ratio of the tower is about 0.01, and the damping ratio of the cable structure is less than 1, it is ignored
Figure RE-GDA0002611340760000043
item; the wire hangs from the top of the tower,
Figure RE-GDA0002611340760000044
Therefore, the calculation formula of the equivalent damping coefficient of the tower wire after the suspension wire is as follows:
Figure RE-GDA0002611340760000045

再进一步的技术方案,步骤S3求取塔线体系超高大跨越塔的风振系数β(z)的步骤为: S311:根据步骤S1中超高大跨越塔的物理参数,确定超高大跨越塔所在地面粗糙度类别,设定10m高度处的平均分速

Figure RE-GDA0002611340760000046
超高大跨越塔的总高度H;跟开b1;横担个数nc;横担平均外伸长度
Figure RE-GDA0002611340760000047
自立式输电塔分为横隔面、横担和剩余塔身3部分;横隔面、横担、剩余塔身的质量和挡风面积沿高度的分布规律不同,在计算过程中需要区别对待。S312:构建超高大跨越塔的风荷载的计算模型,通过水平均布荷载作用下结构的挠曲线获得超高大跨越塔0°风向角的1阶侧弯振型φ1(z);
Figure RE-GDA0002611340760000048
z为实际高度值。对于该弯曲振型,有如下积分关系:
Figure RE-GDA0002611340760000049
S313:根据荷载规范引入背景分量因子Bz(z),进而计算超高输电塔的脉动风荷载在水平方向的相关系数ρx;比较超高输电塔塔高和梯度风高度,计算脉动风荷载在竖直方向的相关系数ρz;根据荷载规范引入并计算共振分量因子R;确定地面粗糙度指数α;峰值因子gs;10m高度处的湍流度I10;In a further technical solution, the step of obtaining the wind vibration coefficient β(z) of the super-large spanning tower of the tower-line system in step S3 is as follows: S311: According to the physical parameters of the super-large spanning tower in step S1, determine the roughness of the ground where the super-large spanning tower is located. Degree category, set the average speed at a height of 10m
Figure RE-GDA0002611340760000046
Total height H of the super-high and large spanning tower; follow-up b 1 ; number of cross arms n c ; average outreach length of cross arms
Figure RE-GDA0002611340760000047
The self-supporting transmission tower is divided into three parts: the cross-section, the cross-arm and the remaining tower body; the mass of the cross-section, the cross-arm, and the remaining tower body and the distribution law of the wind-shielding area along the height are different, which need to be treated differently in the calculation process. S312: Build a calculation model for the wind load of the super-large spanning tower, and obtain the first-order side bending mode φ 1 (z) of the 0° wind direction angle of the super-large spanning tower through the deflection line of the structure under the horizontally distributed load;
Figure RE-GDA0002611340760000048
z is the actual height value. For this bending mode shape, there is the following integral relationship:
Figure RE-GDA0002611340760000049
S313: Introduce the background component factor B z (z) according to the load specification, and then calculate the correlation coefficient ρ x of the pulsating wind load of the ultra-high transmission tower in the horizontal direction; compare the tower height and the gradient wind height of the ultra-high transmission tower, and calculate the pulsating wind load Correlation coefficient ρ z in vertical direction; Introduce and calculate resonance component factor R according to load specification; Determine ground roughness index α; Crest factor g s ; Turbulence degree I 10 at a height of 10m;

Figure RE-GDA00026113407600000410
Figure RE-GDA00026113407600000410

Hg为梯度风高度;ξ1=δe

Figure RE-GDA00026113407600000411
n为脉动风速的频率;Hg is the gradient wind height; ξ 1e ;
Figure RE-GDA00026113407600000411
n is the frequency of the pulsating wind speed;

S314:获取背景分量因子的中间变量γ的拟合系数kγ、aγ、lγ、mγ和bγ;考虑超高输电塔梯度风影响因素,求取风振系数考虑整体外形变化的修正系数θv;考虑超高输电塔梯度风高度因素和钢管中混凝土作为附加质量因素;S314: Obtain the fitting coefficients k γ , a γ , l γ , m γ and b γ of the intermediate variable γ of the background component factor; consider the influence factors of the gradient wind of the ultra-high transmission tower, obtain the wind vibration coefficient and consider the correction of the overall shape change Coefficient θ v ; consider the gradient wind height factor of the ultra-high transmission tower and the concrete in the steel tube as an additional quality factor;

求取修正系数θl,该修正系数θl为风振系数考虑附加面积的修正系数θa和风振系数考虑附加质量的修正系数θm的乘积;Obtain the correction coefficient θ l , the correction coefficient θ l is the product of the correction coefficient θ a of the wind vibration coefficient considering the additional area and the correction coefficient θ m of the wind vibration coefficient considering the additional mass;

S315:考虑钢管中混凝土作为附加质量因素,求取在剩余塔身的风振系数考虑局部外形变化的修正系数的θb(z)、横担的风振系数考虑局部外形变化的修正系数θb(zI)和横隔面的风振系数考虑局部外形变化的修正系数θb(zJ);S315: Considering the concrete in the steel tube as an additional mass factor, obtain the correction coefficient θ b (z) of the wind vibration coefficient of the remaining tower body considering the local shape change, and the wind vibration coefficient of the cross arm considering the local shape change The correction coefficient θ b (z I ) and the wind vibration coefficient of the diaphragm, the correction factor θ b (z J ) considering the local shape change;

Figure RE-GDA0002611340760000051
Figure RE-GDA0002611340760000051

Figure RE-GDA0002611340760000052
Figure RE-GDA0002611340760000052

S316:根据塔身的实际高度值z,根据步骤S315获取的修正系数对应求取在z高度处的背景分量因子Bz(z);

Figure RE-GDA0002611340760000053
S316: According to the actual height value z of the tower body, the background component factor Bz(z) at the height z is correspondingly obtained according to the correction coefficient obtained in step S315;
Figure RE-GDA0002611340760000053

μzg为梯度风高度处的风压高度变化系数;μ zg is the wind pressure height variation coefficient at the gradient wind height;

S317:计算风振系数β(z);其中,风振系数表达式为:

Figure RE-GDA0002611340760000054
gs为峰值因子,其根据荷载规范取值。S317: Calculate the wind vibration coefficient β(z); the expression of the wind vibration coefficient is:
Figure RE-GDA0002611340760000054
g s is the crest factor, which is valued according to the load specification.

通过将输电塔分为剩余塔身、横隔面和横担3部分,通过分别考虑3部分的影响来逐步完善输电塔设计风振系数的计算模型。通过对复杂的多重积分函数进行非线性拟合和建立剩余塔身、横担和横隔面之间的空间分布关系的简化模型,达到简化计算目的。考虑超高输电塔梯度风高度因素和钢管中混凝土作为附加质量因素,获取修正系数θb、θl和θη,推导了带悬挑横担的输电塔的风振系数设计公式。计算步骤简单且最终设计效果好。By dividing the transmission tower into three parts: the remaining tower body, the diaphragm and the cross arm, the calculation model of the design wind vibration coefficient of the transmission tower is gradually improved by considering the influence of the three parts respectively. The purpose of simplified calculation is achieved by nonlinear fitting of complex multi-integral functions and the establishment of a simplified model of the spatial distribution relationship among the remaining towers, cross-arms and diaphragms. Considering the gradient wind height factor of the ultra-high transmission tower and the concrete in the steel tube as an additional mass factor, the correction coefficients θ b , θ l and θ η are obtained, and the design formula of the wind vibration coefficient of the transmission tower with cantilevered cross-arm is deduced. The calculation steps are simple and the final design effect is good.

再进一步的技术方案,塔线体系悬垂绝缘子串最大风偏角的风振系数步骤为β;S321:根据步骤S1中超高大跨越塔线体系的输电线、绝缘子串的物理参数,以重力和平均风荷载作用下作为导线和悬垂绝缘子串计算的初始条件,通过LRC方法确定悬垂绝缘子串风偏角的计算模型;所述导线物理参数至少包括导线型号、导线计算截面积、导线弹性模量、线密度、导线外径;所述输电塔上的绝缘子串物理参数至少包括绝缘子串长度、绝缘子串弹性模量、绝缘子串质量、绝缘子串挡风面积。In a further technical solution, the wind vibration coefficient step of the maximum wind deflection angle of the suspended insulator string of the tower-line system is β; S321: According to the physical parameters of the transmission line and the insulator string of the super-large spanning tower-line system in step S1, the gravity and the average wind As the initial condition for the calculation of the wire and the pendant insulator string under the action of the load, the calculation model of the wind deflection angle of the pendant insulator string is determined by the LRC method; the physical parameters of the wire include at least the type of wire, the calculated cross-sectional area of the wire, the elastic modulus of the wire, and the linear density. , the outer diameter of the wire; the physical parameters of the insulator string on the transmission tower at least include the length of the insulator string, the elastic modulus of the insulator string, the quality of the insulator string, and the windshield area of the insulator string.

所述悬垂绝缘子串风偏角的计算模型时,设定导线与绝缘子串的连接点A、垂悬绝缘子串末端点B、动力状态下绝缘子串末端点运动点B’、动力状态下B′点移动到B″引起的风偏角

Figure RE-GDA0002611340760000055
导线跨度L、平均风荷载作用下B点的顺风向位移
Figure RE-GDA0002611340760000056
A、B两点间的绝缘子串长度lAB、导线两端挂点高差h、平均风偏角
Figure RE-GDA0002611340760000057
坐标原点到导线最低点的水平距离a′、导线最低点到导线末端的水平距离b’。导线在自重状态下为悬链线构型,风荷载作用下表现为几何大变形。以往研究表明输电塔对导线风振响应的影响小。为简化计算,忽略杆塔的影响,将绝缘子在杆塔的挂点视为固定铰支座,从而对挂线悬垂绝缘子串进行风偏角研究。In the calculation model of the wind deflection angle of the suspended insulator string, the connection point A of the wire and the insulator string, the end point B of the suspended insulator string, the moving point B' of the end point of the insulator string in the dynamic state, and the point B' in the dynamic state are set. Wind declination caused by moving to B"
Figure RE-GDA0002611340760000055
Downwind displacement of point B under the action of conductor span L and average wind load
Figure RE-GDA0002611340760000056
The length of the insulator string between points A and B, l AB , the height difference h of the hanging points at both ends of the wire, and the average wind deflection angle
Figure RE-GDA0002611340760000057
The horizontal distance a' from the coordinate origin to the lowest point of the wire, and the horizontal distance b' from the lowest point of the wire to the end of the wire. The wire has a catenary configuration under its own weight, and it shows a large geometric deformation under the action of wind load. Previous studies have shown that the transmission tower has little effect on the wind vibration response of the conductor. In order to simplify the calculation and ignore the influence of the tower, the hanging point of the insulator on the tower is regarded as a fixed hinge support, so that the wind deflection angle of the hanging insulator string is studied.

S322:计算超高大跨越塔线体系中输电塔之间导线单位面积的等效静力风荷载;所述输电塔之间导线单位面积的等效静力风荷载pESWL的计算公式为:

Figure RE-GDA0002611340760000061
式中,(:,i) 表示矩阵的第i列元素;
Figure RE-GDA0002611340760000062
为等效背景风压;
Figure RE-GDA0002611340760000063
为平均风荷载;导线在风荷载作用下的振动方程矩阵表达式为:
Figure RE-GDA0002611340760000064
S322: Calculate the equivalent static wind load per unit area of the conductors between the transmission towers in the super-large spanning tower-line system; the calculation formula of the equivalent static wind load p ESWL per unit area of the conductors between the transmission towers is:
Figure RE-GDA0002611340760000061
In the formula, (:,i) represents the i-th column element of the matrix;
Figure RE-GDA0002611340760000062
is the equivalent background wind pressure;
Figure RE-GDA0002611340760000063
is the average wind load; the matrix expression of the vibration equation of the conductor under the action of wind load is:
Figure RE-GDA0002611340760000064

式中,

Figure RE-GDA0002611340760000065
Y′分别为脉动风荷载作用下导线节点顺风向的加速度、速度和位移;
Figure RE-GDA0002611340760000066
为平均风荷载作用下导线节点顺风向的位移。导线为轻质柔性结构,强风荷载下表现为:1) 结构发生大变形,几何非线性明显;2)结构受力与位移之间不呈线性关系;3)动力荷载作用下,结构为时变刚度。因此,上述为变系数微分方程,不能采用线性叠加原理求解。来流风荷载引起导线的风振响应同样可以分解为平均响应和脉动响应两部分。In the formula,
Figure RE-GDA0002611340760000065
Y′ are the acceleration, velocity and displacement of the conductor node in the downwind direction under the action of fluctuating wind load, respectively;
Figure RE-GDA0002611340760000066
is the downwind displacement of the conductor node under the action of the average wind load. The conductor is a light and flexible structure, and under strong wind load, it is shown as follows: 1) The structure undergoes large deformation, and the geometric nonlinearity is obvious; 2) The relationship between the force and displacement of the structure is not linear; 3) Under the action of dynamic load, the structure is time-varying stiffness. Therefore, the above are differential equations with variable coefficients, which cannot be solved by the principle of linear superposition. The wind vibration response of the conductor caused by the incoming wind load can also be decomposed into two parts: the average response and the pulsating response.

M为质量矩阵;C为阻尼矩阵;K刚度矩阵;Ls为节点从属面积矩阵;M is the mass matrix; C is the damping matrix; K is the stiffness matrix; L s is the nodal subordinate area matrix;

导线在脉动风荷载作用下的振动方程矩阵表达式为:

Figure RE-GDA0002611340760000067
The matrix expression of the vibration equation of the conductor under the action of pulsating wind load is:
Figure RE-GDA0002611340760000067

上述方案,采用LRC方法等效静力风荷载。导线为轻质柔性结构,强风荷载下表现为: 1)结构发生大变形,几何非线性明显;2)结构受力与位移之间不呈线性关系;3)动力荷载作用下,结构为时变刚度。The above scheme adopts the equivalent static wind load of the LRC method. The wire is a light and flexible structure, and under strong wind load, it is shown as follows: 1) The structure undergoes large deformation and the geometric nonlinearity is obvious; 2) The relationship between the force and the displacement of the structure is not linear; 3) Under the action of dynamic load, the structure is time-varying stiffness.

因此,以导线的平均风状态作为计算初始条件,可以得到导线在脉动风荷载作用下的振动方程矩阵表达式。Therefore, taking the average wind state of the conductor as the initial calculation condition, the matrix expression of the vibration equation of the conductor under the action of fluctuating wind load can be obtained.

导线在风荷载作用下的振动方程矩阵表达式,不能采用线性叠加原理求解。来流风荷载引起导线的风振响应同样可以分解为平均响应和脉动响应两部分。The matrix expression of the vibration equation of the wire under the action of wind load cannot be solved by the linear superposition principle. The wind vibration response of the conductor caused by the incoming wind load can also be decomposed into two parts: the average response and the pulsating response.

根据上述内容可以得到等效静力风荷载计算悬垂绝缘子串的最大风偏角;等效静力风荷载计算悬垂绝缘子串的最大风偏角的计算公式为:

Figure RE-GDA0002611340760000068
According to the above content, the equivalent static wind load can be obtained to calculate the maximum wind deflection angle of the suspended insulator string; the calculation formula of the equivalent static wind load to calculate the maximum wind deflection angle of the suspended insulator string is:
Figure RE-GDA0002611340760000068

式中,

Figure RE-GDA0002611340760000069
为脉动风荷载作用下B点的顺风向峰值位移;lAB为A、B两点间的绝缘子串长度;
Figure RE-GDA00026113407600000610
为平均风荷载作用下B点的顺风向位移,
Figure RE-GDA00026113407600000611
为平均风偏角;具体计算公式为:
Figure RE-GDA00026113407600000612
In the formula,
Figure RE-GDA0002611340760000069
is the downwind peak displacement of point B under the action of pulsating wind load; l AB is the length of the insulator string between points A and B;
Figure RE-GDA00026113407600000610
is the downwind displacement of point B under the average wind load,
Figure RE-GDA00026113407600000611
is the average wind deflection angle; the specific calculation formula is:
Figure RE-GDA00026113407600000612

Figure RE-GDA00026113407600000613
Gv分别为目标点处悬垂绝缘子串的平均风荷载和竖向重力荷载;
Figure RE-GDA00026113407600000614
Wv分别为目标点处导线传递给悬垂绝缘子串的平均风荷载和竖向荷载。
Figure RE-GDA00026113407600000613
G v are the average wind load and vertical gravity load of the suspended insulator string at the target point, respectively;
Figure RE-GDA00026113407600000614
W v are the average wind load and vertical load transferred by the conductor at the target point to the suspended insulator string, respectively.

目标点处导线传递给悬垂绝缘子串的平均风荷载

Figure RE-GDA00026113407600000615
的计算公式为:
Figure RE-GDA00026113407600000616
Average wind load imparted by the conductor at the target point to the pendant insulator string
Figure RE-GDA00026113407600000615
The calculation formula is:
Figure RE-GDA00026113407600000616

Figure RE-GDA00026113407600000617
式中,Nc为分裂导线的个数;
Figure RE-GDA00026113407600000618
为单根导线单位线长的一致平均风荷载;Γh为导线在水平档距内的线长,计算方式为对公式
Figure RE-GDA00026113407600000619
在水平档距进行曲线积分;其中,
Figure RE-GDA00026113407600000620
Figure RE-GDA00026113407600000617
In the formula, N c is the number of split wires;
Figure RE-GDA00026113407600000618
is the uniform average wind load per unit line length of a single conductor; Γ h is the line length of the conductor within the horizontal span, and the calculation method is the pair formula
Figure RE-GDA00026113407600000619
Curve integration is performed over the horizontal span; where,
Figure RE-GDA00026113407600000620

式中,

Figure RE-GDA0002611340760000071
为荷载p′与响应yB的相关系数;
Figure RE-GDA0002611340760000072
为初始条件下响应yB的影响线;In the formula,
Figure RE-GDA0002611340760000071
is the correlation coefficient between the load p' and the response y B ;
Figure RE-GDA0002611340760000072
is the influence line of the response y B under the initial conditions;

当所述输电塔为超高输电塔时,所述目标点处导线传递给悬垂绝缘子串的竖向荷载Wv的计算公式为:Wv=PvΓl+Tvl+PvΓr+TvrWhen the transmission tower is an ultra-high transmission tower, the calculation formula of the vertical load W v transmitted by the wire at the target point to the hanging insulator string is: W v =P v Γ l +T vl +P v Γ r + T vr ;

其中,Γl、Γr分别为目标点左右两跨的计算线长;Tvl、Tvr分别为目标点左右两跨导线最低点处张力的竖向分量;当导线在跨内存在某一点的几何线形的斜率为0时:

Figure RE-GDA0002611340760000073
Tvl=0;当导线在跨内的几何线形的斜率处处不为0时:
Figure RE-GDA0002611340760000074
Among them, Γ l and Γ r are the calculated line lengths of the left and right spans of the target point respectively; T vl and T vr are the vertical components of the tension at the lowest point of the conductors on the left and right spans of the target point, respectively; When the slope of the geometric line is 0:
Figure RE-GDA0002611340760000073
T vl = 0; when the slope of the geometrical line shape of the wire is not 0 everywhere in the span:
Figure RE-GDA0002611340760000074

式中,Tw为平均风状态下单根导线的水平张力,计算公式为:Tw=σo4AcIn the formula, Tw is the horizontal tension of a single wire under the average wind condition, and the calculation formula is: Tw = σ o4 A c ;

其中,

Figure RE-GDA0002611340760000075
式中,下标“3”和“4”分别表示无风状态和平均风状态;Ac为导线的受力面积;Ec为导线的弹性模量;γc为导线的综合比载,
Figure RE-GDA0002611340760000076
γw为平均风压比载,
Figure RE-GDA0002611340760000077
in,
Figure RE-GDA0002611340760000075
In the formula, the subscripts "3" and "4" represent the windless state and the average wind state respectively; A c is the stress area of the wire; E c is the elastic modulus of the wire; γ c is the comprehensive specific load of the wire,
Figure RE-GDA0002611340760000076
γw is the average wind pressure specific load,
Figure RE-GDA0002611340760000077

Figure RE-GDA0002611340760000078
为导线单位线长的平均风荷载,计算公式为:
Figure RE-GDA0002611340760000078
is the average wind load per unit line length of the conductor, and the calculation formula is:

Figure RE-GDA0002611340760000079
Figure RE-GDA0002611340760000079

lr为代表档距;βr为代表高差角l r represents the span; β r represents the height difference angle

S323:计算塔线体系悬垂绝缘子串最大风偏角的风振系数β;S323: Calculate the wind vibration coefficient β of the maximum wind deflection angle of the pendant insulator string of the tower-line system;

Figure RE-GDA00026113407600000710
C表示对计算域内的元素进行求和;Γc为计算域内导线的线长;
Figure RE-GDA00026113407600000711
为平均风荷载;
Figure RE-GDA00026113407600000712
为等效背景风压。
Figure RE-GDA00026113407600000710
C means summing the elements in the computational domain; Γ c is the line length of the wire in the computational domain;
Figure RE-GDA00026113407600000711
is the average wind load;
Figure RE-GDA00026113407600000712
is the equivalent background wind pressure.

再进一步的技术方案为:塔线体系风荷载脉动折减系数εc的计算步骤为:A further technical solution is: the calculation steps of the wind load fluctuation reduction coefficient ε c of the tower-line system are:

S41:构建超高大跨越塔线体系计算模型,并得到塔线体系计算模型图;S41: Construct the calculation model of the super-large spanning tower line system, and obtain the calculation model diagram of the tower line system;

S42:根据超高大跨越塔,建立杆塔响应与杆塔风振系数的关系,得到塔高H处建立杆塔荷载引起塔顶位移的均方根值σut(H)与杆塔风振系数β(H)的关系式;

Figure RE-GDA00026113407600000713
其中,ω0为基本风压;μz(H)为风压随超高大跨越塔高度变化系数;μs(H)为杆塔随高度阻力系数;bs(H)随高度变化的迎风面宽度;gs为峰值因子;ω1为顺风向1阶模态的自振圆频率;m(H)为随高度变化的单位高度质量;S42: According to the ultra-high and large spanning tower, establish the relationship between the tower response and the tower wind vibration coefficient, and obtain the root mean square value σ ut (H) of the tower top displacement caused by the tower load at the tower height H and the tower wind vibration coefficient β (H) relationship;
Figure RE-GDA00026113407600000713
Among them, ω 0 is the basic wind pressure; μ z (H) is the variation coefficient of wind pressure with the height of the superelevation and large spanning tower; μ s (H) is the resistance coefficient of the tower with height; b s (H) The width of the windward surface that changes with the height ; g s is the crest factor; ω 1 is the natural circular frequency of the first-order mode in the downwind direction; m(H) is the mass per unit height that varies with height;

当导线悬挂于杆塔顶部时,建立导线与导线风振系数的关系,得到导线荷载引起塔顶位移的均方根值σuc(H)的计算公式为:

Figure RE-GDA0002611340760000081
When the wire is suspended on the top of the tower, the relationship between the wire and the wind vibration coefficient of the wire is established, and the calculation formula of the root mean square value σ uc (H) of the tower top displacement caused by the wire load is:
Figure RE-GDA0002611340760000081

其中,其中,Np为导线的相数;μsc为导线阻力系数;Nc为分裂导线的个数;Dc为子导线/地线的计算外径;Lp为水平档距;H为塔高高度;Et为弹性模量。Among them, N p is the phase number of the wire; μ sc is the resistance coefficient of the wire; N c is the number of split wires; D c is the calculated outer diameter of the sub-wire/ground wire; L p is the horizontal span; H is the Tower height; E t is the elastic modulus.

S43:根据步骤S41得到的内容,采用SRSS的方法确定塔线体系下杆塔的峰值响应计算公式;

Figure RE-GDA0002611340760000082
S43: According to the content obtained in step S41, adopt the SRSS method to determine the peak response calculation formula of the tower under the tower-wire system;
Figure RE-GDA0002611340760000082

其中,所述

Figure RE-GDA0002611340760000083
为由杆塔平均风荷载引起的杆塔响应;
Figure RE-GDA0002611340760000084
为由导线平均风荷载引起的杆塔响应;
Figure RE-GDA0002611340760000085
为塔线体系平均风荷载引起的杆塔响应σr为塔线体系下杆塔响应的标准差;gs为峰值因子;σrt为由杆塔脉动风荷载引起的塔体均方根响应;σrc为由导线脉动风荷载引起的塔体均方根响应;Among them, the
Figure RE-GDA0002611340760000083
is the tower response caused by the average wind load of the tower;
Figure RE-GDA0002611340760000084
is the response of the tower caused by the average wind load of the conductor;
Figure RE-GDA0002611340760000085
is the tower response caused by the average wind load of the tower line system; σ r is the standard deviation of the tower response under the tower line system; g s is the peak factor; σ rt is the root mean square response of the tower body caused by the fluctuating wind load of the tower line; σ rc is RMS response of tower body due to fluctuating wind loads on conductors;

S44:基于步骤S43的塔线体系下杆塔的峰值响应计算公式,采用塔线分离方法,引入杆塔风荷载脉动折减系数,并得到所述杆塔的峰值响应计算公式的等价峰值响应计算公式:

Figure RE-GDA0002611340760000086
S44: Based on the calculation formula of the peak response of the tower under the tower line system in step S43, adopt the tower line separation method, introduce the wind load fluctuation reduction coefficient of the tower, and obtain the equivalent peak response calculation formula of the peak response calculation formula of the tower:
Figure RE-GDA0002611340760000086

Figure RE-GDA0002611340760000087
表示杆塔荷载引起的峰值响应,
Figure RE-GDA0002611340760000088
表示输电线荷载引起的峰值响应。引入εc后,杆塔的最大响应可以由两部分荷载引起杆塔最大响应折减后的线性叠加确定。若不考虑εc
Figure RE-GDA0002611340760000089
表示杆塔荷载引起的峰值响应,
Figure RE-GDA00026113407600000810
表示输电线荷载引起的峰值响应,此时线性叠加的结果将比实际值偏大。
Figure RE-GDA0002611340760000087
represents the peak response caused by the tower load,
Figure RE-GDA0002611340760000088
Represents the peak response due to transmission line loads. After introducing εc , the maximum response of the tower can be determined by the linear superposition of the reduced maximum response of the tower caused by the two parts of the load. If ε c is not considered,
Figure RE-GDA0002611340760000089
represents the peak response caused by the tower load,
Figure RE-GDA00026113407600000810
Indicates the peak response caused by the load of the transmission line, and the result of linear superposition will be larger than the actual value at this time.

S45:以塔顶位移响应为目标,对步骤S44得到的所述杆塔的峰值响应计算公式的等价峰值响应计算公式进一步更新,得到带未知导线荷载引起塔顶位移的均方根值和未知杆塔荷载引起塔顶位移的均方根值的脉动折减系数更新计算公式:

Figure RE-GDA00026113407600000811
σuc表示导线荷载引起塔顶位移的均方根值;σut(H)为随高度变化的杆塔荷载引起塔顶位移的均方根值;S45: Taking the displacement response of the tower top as the target, further update the equivalent peak response calculation formula of the peak response calculation formula of the tower obtained in step S44, and obtain the root mean square value of the tower top displacement caused by the unknown conductor load and the unknown tower The updated calculation formula of the pulsation reduction factor of the root mean square value of the tower top displacement caused by the load:
Figure RE-GDA00026113407600000811
σ uc is the root mean square value of the tower top displacement caused by the wire load; σ ut (H) is the root mean square value of the tower top displacement caused by the tower load that varies with height;

S46:将步骤S42中的计算得到的导线荷载引起塔顶位移的均方根值和杆塔荷载引起塔顶位移的均方根值带入步骤S45得到脉动折减系数的更新计算公式中,得到脉动折减系数的最终计算公式,并计算杆塔风荷载脉动折减系数;S46: The root mean square value of the tower top displacement caused by the wire load and the root mean square value of the tower top displacement caused by the tower load calculated in step S42 are brought into the updated calculation formula of the pulsation reduction coefficient obtained in step S45, and the pulsation is obtained. The final calculation formula of the reduction factor, and the calculation of the wind load fluctuation reduction factor of the tower;

Figure RE-GDA00026113407600000812
其中,
Figure RE-GDA00026113407600000813
Figure RE-GDA00026113407600000812
in,
Figure RE-GDA00026113407600000813

考虑塔线耦合效应的杆塔风荷载脉动折减系数计算方法,适用于超高输电塔的杆塔风荷载脉动折减系数的表达式。从而提出了采用杆塔风荷载脉动折减系数来考虑塔线耦合影响的输电塔风荷载设计方法。The calculation method of the wind load fluctuation reduction factor of the tower considering the coupling effect of the tower line is suitable for the expression of the tower wind load fluctuation reduction coefficient of the ultra-high transmission tower. Therefore, a wind load design method of transmission tower is proposed, which adopts the reduction coefficient of tower wind load fluctuation to consider the influence of tower-line coupling.

再进一步的技术方案,所述塔线体系超高大跨越塔的修正风振系数β*(z)和所述塔线体系输电线的修正风振系数β*的计算公式为:

Figure RE-GDA0002611340760000091
In a further technical solution, the calculation formula of the modified wind vibration coefficient β * (z) of the super-large spanning tower of the tower-line system and the modified wind-vibration coefficient β * of the transmission line of the tower-line system is:
Figure RE-GDA0002611340760000091

再进一步的技术方案,在等效振动惯性力作用下计算超高大跨越塔线体系中超高输电塔的设计风荷载fESWL(z)与修正风振系数β*(z)的关系式为:A further technical solution is to calculate the relationship between the design wind load f ESWL (z) and the modified wind vibration coefficient β * (z) of the ultra-high transmission tower in the ultra-high-span tower-line system under the action of the equivalent vibration inertia force:

Figure RE-GDA0002611340760000092
Figure RE-GDA0002611340760000092

其中,ξ1=ξe

Figure RE-GDA0002611340760000093
Among them, ξ 1e ;
Figure RE-GDA0002611340760000093

Figure RE-GDA0002611340760000094
Figure RE-GDA0002611340760000094

Figure RE-GDA0002611340760000095
Figure RE-GDA0002611340760000095

m(z)=m(0)μm(z);

Figure RE-GDA00026113407600000912
m(z)=m(0) μm (z);
Figure RE-GDA00026113407600000912

Sf(n)Sf(n)为归一化风速谱,

Figure RE-GDA0002611340760000097
Iz(z)为z高度处的脉动风湍流密度;
Figure RE-GDA0002611340760000098
Figure RE-GDA0002611340760000099
I10为10m高度处的脉动风湍流密度;x′1为公式
Figure RE-GDA00026113407600000910
中,n=n1时的取值, n1为输电塔的1阶模态频率;u1和ηxz1是与风场湍流特性和空间相关性等有关的系数,分别称为综合影响系数和空间相关性折减系数。S f (n) S f (n) is the normalized wind speed spectrum,
Figure RE-GDA0002611340760000097
I z (z) is the fluctuating wind turbulence density at z height;
Figure RE-GDA0002611340760000098
Figure RE-GDA0002611340760000099
I 10 is the fluctuating wind turbulence density at a height of 10m; x′ 1 is the formula
Figure RE-GDA00026113407600000910
, the value when n=n 1 , n 1 is the first-order modal frequency of the transmission tower; u 1 and η xz1 are the coefficients related to the turbulence characteristics and spatial correlation of the wind field, which are called the comprehensive influence coefficient and Spatial correlation reduction factor.

再进一步的技术方案,基于塔线分离法计算输电线设计风荷载WX的计算公式为:

Figure RE-GDA00026113407600000911
其中,β=α'βc;式中,α’为取值小于1的风压不均匀系数;μsc为导线阻力系数;βc为风荷载调整系数,计算风偏角时取1;Dc为子导线/地线的计算外径; Lp为杆塔的水平档距;B1为覆冰时风荷载的增大系数;ω0为基本风压;μz为风压随高度变化系数;Bl为覆冰时风荷载的增大系数;Nc为分裂导线的个数;θ为风向角。In a further technical solution, the calculation formula for calculating the design wind load W X of the transmission line based on the tower-line separation method is:
Figure RE-GDA00026113407600000911
Among them, β=α'β c ; in the formula, α' is the wind pressure uneven coefficient whose value is less than 1; μ sc is the resistance coefficient of the wire; β c is the wind load adjustment coefficient, which is taken as 1 when calculating the wind deflection angle; Dc is the calculated outer diameter of the sub-conductor/ground wire; Lp is the horizontal span of the tower; B 1 is the increase coefficient of the wind load when icing; ω 0 is the basic wind pressure; μ z is the wind pressure variation coefficient with height; B l is the increase coefficient of wind load during icing; N c is the number of split conductors; θ is the wind direction angle.

本发明的有益效果:采用等效振动惯性力法,并对阻尼系数进行精细化计算以及考虑考虑塔线耦合效应产生的修正情况,对塔线体系中超高大跨越塔设计风荷载进行计算。通过塔线分离法,并且考虑了阻尼系数进行精细化计算以及考虑考虑塔线耦合效应产生的修正情况对塔线体系输电线设计风荷载进行计算,使最终设计出的塔线体系更为接近实际,设计精度高。The beneficial effects of the present invention are as follows: the equivalent vibration inertial force method is adopted, the damping coefficient is calculated finely, and the correction situation caused by the coupling effect of the tower line is considered to calculate the design wind load of the ultra-high and large spanning tower in the tower line system. The design wind load of the tower-line system is calculated by the tower-line separation method, and the damping coefficient is considered for refined calculation and the correction caused by the tower-line coupling effect is considered, so that the final designed tower-line system is closer to reality. , high design precision.

附图说明Description of drawings

图1是塔线体系计算模型图;Figure 1 is the calculation model diagram of the tower-line system;

图2是导线和绝缘子串的振型图;Fig. 2 is the mode shape diagram of wire and insulator string;

图3:塔线耦合简化计算模型图;Figure 3: Simplified calculation model of tower-line coupling;

图4是超高大跨越塔计算图;Figure 4 is the calculation diagram of the super-large spanning tower;

图5是悬垂绝缘子串风偏角计算模型示意图;Fig. 5 is the schematic diagram of the calculation model of the string wind deflection angle of the pendant insulator;

图6是本发明计算流程图;Fig. 6 is the calculation flow chart of the present invention;

图7是塔线体系中杆塔等效阻尼系数计算流程图;Figure 7 is the flow chart of the calculation of the equivalent damping coefficient of the tower in the tower-line system;

图8是塔线体系超高大跨越塔的风振系数计算流程图;Fig. 8 is a flow chart of calculation of wind vibration coefficient of super-high and large spanning towers of tower-line system;

图9是塔线体系悬垂绝缘子串最大风偏角的风振系数计算流程图;Fig. 9 is a flow chart for calculating the wind vibration coefficient of the maximum wind deflection angle of the pendant insulator string of the tower-wire system;

图10是塔线体系风荷载脉动折减系数计算流程图;Fig. 10 is the flow chart of calculation of wind load fluctuation reduction factor of tower-line system;

图11是风向角的定义图。FIG. 11 is a definition diagram of the wind direction angle.

具体实施方式Detailed ways

下面结合附图对本发明的具体实施方式以及工作原理作进一步详细说明。The specific embodiments and working principles of the present invention will be further described in detail below with reference to the accompanying drawings.

一种基于惯性力法和塔线分离法考虑塔线耦合影响的超高大跨越塔、线风载荷的计算方法,结合图6可以看出,具体步骤为:S1:搭建超高大跨越塔的塔线体系,并获取塔线体系的超高大跨越塔、输电线、绝缘子串的物理参数;结合图1可以看出为超高大跨越塔的塔线体系。A calculation method based on the inertial force method and the tower line separation method considering the coupling effect of the tower and the line wind load, it can be seen from Figure 6 that the specific steps are: S1: Build the tower line of the ultra-high and large spanning tower system, and obtain the physical parameters of super-large spanning towers, transmission lines, and insulator strings of the tower-line system; combined with Figure 1, it can be seen that it is a tower-line system with super-large spanning towers.

S2:基于塔线耦合影响因子,根据塔线体系中杆塔等效阻尼系数δe;具体的,结合图7 可以看出,步骤S2的具体步骤为:S21:根据步骤S1的超高大跨越塔的塔线体系,得到超高大跨越塔线体系计算模型图,详见图2。所述塔线体系计算模型中的杆塔为密实结构,塔身为正方形的变截面,由下至上尺寸变小,横担为等截面;所述塔线体系计算模型中的导线两端等高,与固定铰支座连接;所述塔线体系计算模型中的杆塔高度为H,横担悬臂长度为lca,绝缘子长度为lin,导线跨度为L;导线挂点无高差。S22:设定输电线和绝缘子串振动的假设条件,得到的超高大跨越塔线体系中输电线和绝缘子串的振型图以及迎风面、被风面输电线和绝缘子串的广义质量、广义刚度和广义阻尼;并将超高大跨越塔线体系中输电线和绝缘子串组合形成索结构体系;迎风面、被风面导线的广义质量计算公式为:

Figure RE-GDA0002611340760000101
所述迎风面、被风面导线的广义刚度计算公式为:
Figure RE-GDA0002611340760000102
所述迎风面、被风面导线的广义阻尼计算公式为:
Figure RE-GDA0002611340760000103
mc为单根导线单位线长的质量;单根导线振型
Figure RE-GDA0002611340760000104
γg为导线的自重比载;σ0为导线的水平初应力;Γ为导线的线长,
Figure RE-GDA0002611340760000111
ζc=ζscac;ζsc为导线结构阻尼比;ζac为导线启动阻尼比;Nc为分裂导线的个数;Tw为平均风状态下单根导线的水平张力;ζc为导线阻尼比;S2: Based on the influence factor of the tower-line coupling, according to the equivalent damping coefficient δ e of the tower in the tower-line system; specifically, with reference to Fig. 7 , it can be seen that the specific steps of step S2 are: S21: According to the superelevation and large spanning tower of step S1 The tower line system, the calculation model diagram of the super-large spanning tower line system is obtained, see Figure 2 for details. The tower in the calculation model of the tower line system is a dense structure, the tower body is a square variable section, the size becomes smaller from bottom to top, and the cross arm is of equal cross section; the two ends of the wire in the calculation model of the tower line system are of equal height, It is connected with the fixed hinge support; the height of the tower in the calculation model of the tower line system is H, the length of the cross arm cantilever is l ca , the length of the insulator is l in , and the span of the wire is L; the wire hanging point has no height difference. S22: Set the assumptions of the vibration of the transmission line and the insulator string, and obtain the mode shape diagram of the transmission line and the insulator string in the super-large spanning tower line system, as well as the generalized mass and generalized stiffness of the windward side and the windward side of the transmission line and the insulator string. and generalized damping; combine the transmission line and insulator string in the super-large spanning tower line system to form a cable structure system; the generalized mass calculation formula of the windward side and the windward side conductor is:
Figure RE-GDA0002611340760000101
The generalized stiffness calculation formula of the windward side and the windward side wire is:
Figure RE-GDA0002611340760000102
The generalized damping calculation formula of the windward side and the windward side wire is:
Figure RE-GDA0002611340760000103
m c is the mass of a single wire per unit line length; the mode shape of a single wire
Figure RE-GDA0002611340760000104
γ g is the self-weight specific load of the wire; σ 0 is the horizontal initial stress of the wire; Γ is the wire length of the wire,
Figure RE-GDA0002611340760000111
ζ c = ζ sc + ζ ac ; ζ sc is the damping ratio of the wire structure; ζ ac is the start-up damping ratio of the wire; N c is the number of split wires; Tw is the horizontal tension of a single wire under the average wind condition; ζ c is the wire damping ratio;

所述迎风面、被风面绝缘子串的广义质量计算公式为:

Figure RE-GDA0002611340760000112
所述迎风面、被风面绝缘子串的广义刚度计算公式为:
Figure RE-GDA0002611340760000113
所述迎风面、被风面绝缘子串的广义阻尼计算公式为:
Figure RE-GDA0002611340760000114
其中,min为绝缘子串单位高度质量;Din为绝缘子串迎风外径;绝缘子串振型
Figure RE-GDA0002611340760000115
H-lin≤z≤H;ζin为绝缘子串阻尼比;
Figure RE-GDA0002611340760000116
lin为绝缘子长度;其中,索结构体系对应的广义质量、广义刚度和广义阻尼的计算公式为:
Figure RE-GDA0002611340760000117
The generalized mass calculation formula of the windward side and the windward side insulator string is:
Figure RE-GDA0002611340760000112
The generalized stiffness calculation formulas of the windward and windward side insulator strings are:
Figure RE-GDA0002611340760000113
The generalized damping calculation formula of the windward and windward side insulator strings is:
Figure RE-GDA0002611340760000114
Among them, m in is the unit height mass of the insulator string; D in is the windward outer diameter of the insulator string; the vibration type of the insulator string
Figure RE-GDA0002611340760000115
Hl in ≤z≤H; ζ in is the damping ratio of the insulator string;
Figure RE-GDA0002611340760000116
l in is the length of the insulator; among them, the calculation formulas of the generalized mass, generalized stiffness and generalized damping corresponding to the cable structure system are:
Figure RE-GDA0002611340760000117

S23:将步骤S22得到的数据构建索结构体系结合杆塔结构组成塔线耦合简化计算模型,在本实施例中,该模型详见图3;S24:基于杆塔结构组成塔线耦合简化计算模型,求取超高大跨越塔线体系下杆塔顺风向位移的共振分量的均方值和单塔时杆塔顺风向位移共振分量的均方值;从而得到二者的比例式;所述塔线体系下杆塔顺风向位移的共振分量和所述单塔时杆塔顺风向位移共振分量的比例式为:

Figure RE-GDA0002611340760000118
所述单塔时杆塔顺风向位移共振分量的均方值为:
Figure RE-GDA0002611340760000119
S23: Construct the cable structure system combined with the tower-tower structure to form a simplified calculation model of tower-line coupling based on the data obtained in step S22. In this embodiment, the model is shown in Fig. 3; Take the mean square value of the resonance component of the downwind displacement of the tower under the super-large spanning tower line system and the mean square value of the resonance component of the downwind displacement of the tower when a single tower is used; thus the proportional formula of the two is obtained; the tower downwind under the tower line system The proportional formula of the resonance component of the longitudinal displacement and the resonance component of the downwind displacement of the tower in the case of the single tower is:
Figure RE-GDA0002611340760000118
In the case of the single tower, the mean square value of the resonance component of the downwind displacement of the tower is:
Figure RE-GDA0002611340760000119

Figure RE-GDA00026113407600001110
Figure RE-GDA00026113407600001110

所述塔线体系下杆塔顺风向位移的共振分量的均方值的计算公式为:The calculation formula of the mean square value of the resonance component of the downwind displacement of the tower under the tower line system is:

Figure RE-GDA00026113407600001111
Figure RE-GDA00026113407600001111

S25:基于步骤S24得到的计算公式,推导超高大跨越塔悬挂输电线后塔线等效阻尼系数的计算公式,并计算塔线体系中杆塔等效阻尼系数。S25: Based on the calculation formula obtained in step S24, deduce the calculation formula of the equivalent damping coefficient of the tower line after the transmission line is suspended from the super-large spanning tower, and calculate the equivalent damping coefficient of the tower in the tower line system.

塔线体系中杆塔等效阻尼系数计算公式为:The formula for calculating the equivalent damping coefficient of the tower in the tower-line system is:

Figure RE-GDA00026113407600001112
Figure RE-GDA00026113407600001112

对于输电塔线体系而言,索结构为柔性体系,卓越频率远小于杆塔的频率。因此,公式 (1)可以忽略λn的高阶项。此外,杆塔的阻尼比约为0.01,索结构的阻尼比小于1,可以忽略

Figure RE-GDA0002611340760000121
项。对于图3的计算模型,导线悬挂于杆塔的顶部,
Figure RE-GDA0002611340760000122
此时,公式(1)可以简化为:
Figure RE-GDA0002611340760000129
For the transmission tower line system, the cable structure is a flexible system, and the predominant frequency is much lower than that of the tower. Therefore, equation (1) can ignore higher-order terms of λ n . In addition, the damping ratio of the tower is about 0.01, and the damping ratio of the cable structure is less than 1, which can be ignored.
Figure RE-GDA0002611340760000121
item. For the computational model of Figure 3, the wire is suspended from the top of the tower,
Figure RE-GDA0002611340760000122
At this point, formula (1) can be simplified as:
Figure RE-GDA0002611340760000129

S3:结合图8可以看出,将步骤S2得到的塔线体系中杆塔等效阻尼系数δe来替换阻尼系数ζ1,求取塔线体系超高大跨越塔的风振系数β(z);在本实施例中,结合图4可以看出,为超高大跨越塔计算图;具体步骤:S311:根据步骤S1中超高大跨越塔的物理参数,确定超高大跨越塔所在地面粗糙度类别,设定10m高度处的平均分速

Figure RE-GDA0002611340760000123
超高大跨越塔的总高度H;跟开b1;横担个数nc;横担平均外伸长度
Figure RE-GDA0002611340760000124
S3: It can be seen from Figure 8 that the equivalent damping coefficient δ e of the tower in the tower line system obtained in step S2 is replaced by the damping coefficient ζ 1 , and the wind vibration coefficient β(z) of the ultra-high and large spanning tower of the tower line system is obtained; In this embodiment, it can be seen with reference to Fig. 4 that it is a calculation diagram of the super-large spanning tower; specific steps: S311: According to the physical parameters of the super-large spanning tower in step S1, determine the surface roughness category of the super-large spanning tower, and set Average speed at 10m height
Figure RE-GDA0002611340760000123
Total height H of the super-high and large spanning tower; follow-up b 1 ; number of cross arms n c ; average outreach length of cross arms
Figure RE-GDA0002611340760000124

S312:构建超高大跨越塔的风荷载的计算模型,通过水平均布荷载作用下结构的挠曲线获得超高大跨越塔0°风向角的1阶侧弯振型φ1(z);S312: Build a calculation model for the wind load of the super-large spanning tower, and obtain the first-order side bending mode φ 1 (z) of the 0° wind direction angle of the super-large spanning tower through the deflection line of the structure under the horizontally distributed load;

Figure RE-GDA0002611340760000125
z为实际高度值
Figure RE-GDA0002611340760000125
z is the actual height value

S313:根据荷载规范引入背景分量因子Bz(z),进而计算超高输电塔的脉动风荷载在水平方向的相关系数ρx;比较超高输电塔塔高和梯度风高度,计算脉动风荷载在竖直方向的相关系数ρz;根据荷载规范引入并计算共振分量因子R;确定地面粗糙度指数α;峰值因子 gs;10m高度处的湍流度I10S313: Introduce the background component factor B z (z) according to the load specification, and then calculate the correlation coefficient ρ x of the pulsating wind load of the ultra-high transmission tower in the horizontal direction; compare the tower height and the gradient wind height of the ultra-high transmission tower, and calculate the pulsating wind load Correlation coefficient ρ z in vertical direction; Introduce and calculate resonance component factor R according to load specification; Determine ground roughness index α; Crest factor g s ; Turbulence degree I 10 at a height of 10m;

Figure RE-GDA0002611340760000126
Figure RE-GDA0002611340760000126

Hg为梯度风高度;ξ1=δe

Figure RE-GDA0002611340760000127
n为脉动风速的频率;Hg is the gradient wind height; ξ 1e ;
Figure RE-GDA0002611340760000127
n is the frequency of the pulsating wind speed;

S314:获取背景分量因子的中间变量γ的拟合系数kγ、aγ、lγ、mγ和bγ;考虑超高输电塔梯度风影响因素,求取风振系数考虑整体外形变化的修正系数θv;考虑超高输电塔梯度风高度因素和钢管中混凝土作为附加质量因素;求取修正系数θl,该修正系数θl为风振系数考虑附加面积的修正系数θa和风振系数考虑附加质量的修正系数θm的乘积;在本实施例中,结合表1得到拟合系数kγ、aγ的取值。结合表2的可以得到mγ和bγ的取值。S314: Obtain the fitting coefficients k γ , a γ , l γ , m γ and b γ of the intermediate variable γ of the background component factor; consider the influence factors of the gradient wind of the ultra-high transmission tower, obtain the wind vibration coefficient and consider the correction of the overall shape change Coefficient θ v ; consider the gradient wind height factor of the ultra-high transmission tower and the concrete in the steel pipe as an additional mass factor; obtain the correction coefficient θ l , the correction coefficient θ l is the wind vibration coefficient considering the additional area correction coefficient θ a and the wind vibration coefficient considering The product of the correction coefficient θ m of the additional mass; in this embodiment, the values of the fitting coefficients k γ and a γ are obtained in combination with Table 1. Combined with Table 2, the values of m γ and b γ can be obtained.

表1 kγ和aγ的取值Table 1 Values of k γ and a γ

Figure RE-GDA0002611340760000128
Figure RE-GDA0002611340760000128

Figure RE-GDA0002611340760000131
Figure RE-GDA0002611340760000131

表2 lγ、mγ和bγ的取值Table 2 Values of l γ , m γ and b γ

地面粗糙度类别Ground Roughness Category AA BB CC DD l<sub>γ</sub>l<sub>γ</sub> 3.2083.208 2.8182.818 2.0302.030 1.3601.360 m<sub>γ</sub>m<sub>γ</sub> -3.346-3.346 -2.909-2.909 -2.067-2.067 -1.374-1.374 b<sub>γ</sub>b<sub>γ</sub> 229.182229.182 253.879253.879 299.306299.306 341.215 341.215

考虑梯度风高度的影响但不考虑混凝土质量影响,θv的表达式为:Considering the influence of gradient wind height but not considering the influence of concrete quality, the expression of θ v is:

Figure RE-GDA0002611340760000132
取e=10作为制表的依据,列出的θv表,见表3所示
Figure RE-GDA0002611340760000132
Take e=10 as the basis for tabulation, and the θ v table listed is shown in Table 3

表3超高输电塔的宽度深度均沿高度作同一规律变化时θv的值Table 3 The value of θ v when the width and depth of the ultra-high transmission towers all change with the same law along the height

Figure RE-GDA0002611340760000133
Figure RE-GDA0002611340760000133

该修正系数θl为风振系数考虑附加面积的修正系数θa和风振系数考虑附加质量的修正系数θm的乘积,具体取值详见表4,计算公式如下:The correction coefficient θ l is the product of the correction coefficient θ a of the wind vibration coefficient considering the additional area and the correction coefficient θ m of the wind vibration coefficient considering the additional mass. The specific value is shown in Table 4. The calculation formula is as follows:

Figure RE-GDA0002611340760000134
Figure RE-GDA0002611340760000134

Figure RE-GDA0002611340760000135
Figure RE-GDA0002611340760000135

表4超高输电塔的θl取值Table 4 Values of θ l for ultra-high transmission towers

Figure RE-GDA0002611340760000141
Figure RE-GDA0002611340760000141

S315:考虑钢管中混凝土作为附加质量因素,求取在剩余塔身的风振系数考虑局部外形变化的修正系数的θb(z)、横担的风振系数考虑局部外形变化的修正系数θb(zI)和横隔面的风振系数考虑局部外形变化的修正系数θb(zJ);S315: Considering the concrete in the steel tube as an additional mass factor, obtain the correction coefficient θ b (z) of the wind vibration coefficient of the remaining tower body considering the local shape change, and the wind vibration coefficient of the cross arm considering the local shape change The correction coefficient θ b (z I ) and the wind vibration coefficient of the diaphragm, the correction factor θ b (z J ) considering the local shape change;

Figure RE-GDA0002611340760000142
Figure RE-GDA0002611340760000142

Figure RE-GDA0002611340760000143
Figure RE-GDA0002611340760000143

S316:根据塔身的实际高度值z,根据步骤S315获取的修正系数对应求取在z高度处的背景分量因子Bz(z);

Figure RE-GDA0002611340760000144
S316: According to the actual height value z of the tower body, the background component factor Bz(z) at the height z is correspondingly obtained according to the correction coefficient obtained in step S315;
Figure RE-GDA0002611340760000144

μzg为梯度风高度处的风压高度变化系数;μ zg is the wind pressure height variation coefficient at the gradient wind height;

S317:计算风振系数β(z);其中,风振系数表达式为:

Figure RE-GDA0002611340760000145
S317: Calculate the wind vibration coefficient β(z); the expression of the wind vibration coefficient is:
Figure RE-GDA0002611340760000145

在本实施例,结合图图9可以看出,塔线体系悬垂绝缘子串最大风偏角的风振系数β的步骤为:In this embodiment, it can be seen with reference to Fig. 9 that the steps of the wind vibration coefficient β of the maximum wind deflection angle of the pendant insulator string of the tower-wire system are:

S321:根据步骤S1中超高大跨越塔线体系的输电线、绝缘子串的物理参数,以重力和平均风荷载作用下作为导线和悬垂绝缘子串计算的初始条件,通过LRC方法确定悬垂绝缘子串风偏角的计算模型;S321: According to the physical parameters of the transmission line and the insulator string of the super-large spanning tower line system in step S1, the wind deflection angle of the pendant insulator string is determined by the LRC method under the action of gravity and average wind load as the initial conditions for the calculation of the conductor and the pendant insulator string calculation model;

S322:计算超高大跨越塔线体系中输电塔之间导线单位面积的等效静力风荷载;S322: Calculate the equivalent static wind load per unit area of the conductors between the transmission towers in the super-large spanning tower-line system;

所述输电塔之间导线单位面积的等效静力风荷载pESWL的计算公式为:The calculation formula of the equivalent static wind load p ESWL per unit area of the conductor between the transmission towers is:

Figure RE-GDA0002611340760000146
Figure RE-GDA0002611340760000146

式中,(:,i)表示矩阵的第i列元素;

Figure RE-GDA0002611340760000147
为等效背景风压;
Figure RE-GDA0002611340760000148
为平均风荷载;In the formula, (:, i) represents the i-th column element of the matrix;
Figure RE-GDA0002611340760000147
is the equivalent background wind pressure;
Figure RE-GDA0002611340760000148
is the average wind load;

导线在风荷载作用下的振动方程矩阵表达式为:

Figure RE-GDA0002611340760000149
The matrix expression of the vibration equation of the wire under the action of wind load is:
Figure RE-GDA0002611340760000149

式中,

Figure RE-GDA00026113407600001410
Y′分别为脉动风荷载作用下导线节点顺风向的加速度、速度和位移;
Figure RE-GDA00026113407600001411
为平均风荷载作用下导线节点顺风向的位移;In the formula,
Figure RE-GDA00026113407600001410
Y′ are the acceleration, velocity and displacement of the conductor node in the downwind direction under the action of fluctuating wind load, respectively;
Figure RE-GDA00026113407600001411
is the downwind displacement of the conductor node under the action of the average wind load;

M为质量矩阵;C为阻尼矩阵;K刚度矩阵;Ls为节点从属面积矩阵;M is the mass matrix; C is the damping matrix; K is the stiffness matrix; L s is the nodal subordinate area matrix;

导线在脉动风荷载作用下的振动方程矩阵表达式为:

Figure RE-GDA0002611340760000151
等效静力风荷载计算悬垂绝缘子串的最大风偏角的计算公式为:
Figure RE-GDA0002611340760000152
式中,
Figure RE-GDA0002611340760000153
为脉动风荷载作用下B点的顺风向峰值位移
Figure RE-GDA0002611340760000154
lAB为A、B两点间的绝缘子串长度;
Figure RE-GDA0002611340760000155
The matrix expression of the vibration equation of the conductor under the action of pulsating wind load is:
Figure RE-GDA0002611340760000151
The formula for calculating the maximum wind deflection angle of a pendant insulator string by equivalent static wind load is:
Figure RE-GDA0002611340760000152
In the formula,
Figure RE-GDA0002611340760000153
is the downwind peak displacement of point B under the action of fluctuating wind load
Figure RE-GDA0002611340760000154
l AB is the length of the insulator string between points A and B;
Figure RE-GDA0002611340760000155

Figure RE-GDA0002611340760000156
为平均风荷载作用下B点的顺风向位移,
Figure RE-GDA0002611340760000157
Figure RE-GDA0002611340760000156
is the downwind displacement of point B under the average wind load,
Figure RE-GDA0002611340760000157

Figure RE-GDA0002611340760000158
为平均风偏角;具体计算公式为:
Figure RE-GDA0002611340760000159
Figure RE-GDA0002611340760000158
is the average wind deflection angle; the specific calculation formula is:
Figure RE-GDA0002611340760000159

Figure RE-GDA00026113407600001510
Gv分别为目标点处悬垂绝缘子串的平均风荷载和竖向重力荷载;
Figure RE-GDA00026113407600001511
Wv分别为目标点处导线传递给悬垂绝缘子串的平均风荷载和竖向荷载;
Figure RE-GDA00026113407600001510
G v are the average wind load and vertical gravity load of the suspended insulator string at the target point, respectively;
Figure RE-GDA00026113407600001511
W v are the average wind load and vertical load transferred by the conductor at the target point to the suspended insulator string, respectively;

目标点处导线传递给悬垂绝缘子串的平均风荷载

Figure RE-GDA00026113407600001512
的计算公式为:
Figure RE-GDA00026113407600001513
Average wind load imparted by the conductor at the target point to the pendant insulator string
Figure RE-GDA00026113407600001512
The calculation formula is:
Figure RE-GDA00026113407600001513

Figure RE-GDA00026113407600001514
式中,Nc为分裂导线的个数;
Figure RE-GDA00026113407600001515
为单根导线单位线长的一致平均风荷载;Γh为导线在水平档距内的线长,计算方式为对公式
Figure RE-GDA00026113407600001516
在水平档距进行曲线积分;其中,
Figure RE-GDA00026113407600001517
Figure RE-GDA00026113407600001514
In the formula, Nc is the number of split wires;
Figure RE-GDA00026113407600001515
is the uniform average wind load per unit line length of a single conductor; Γ h is the line length of the conductor within the horizontal span, and the calculation method is the pair formula
Figure RE-GDA00026113407600001516
Curve integration is performed over the horizontal span; where,
Figure RE-GDA00026113407600001517

式中,

Figure RE-GDA00026113407600001518
为荷载p′与响应yB的相关系数;
Figure RE-GDA00026113407600001519
为初始条件下响应yB的影响线;In the formula,
Figure RE-GDA00026113407600001518
is the correlation coefficient between the load p' and the response y B ;
Figure RE-GDA00026113407600001519
is the influence line of the response y B under the initial conditions;

当所述输电塔为超高输电塔时,所述目标点处导线传递给悬垂绝缘子串的竖向荷载Wv的计算公式为:Wv=PvΓl+Tvl+PvΓr+TvrWhen the transmission tower is an ultra-high transmission tower, the calculation formula of the vertical load W v transmitted by the wire at the target point to the hanging insulator string is: W v =P v Γ l +T vl +P v Γ r + T vr ;

其中,Γl、Γr分别为目标点左右两跨的计算线长;Tvl、Tvr分别为目标点左右两跨导线最低点处张力的竖向分量;当导线在跨内存在某一点的几何线形的斜率为0时:

Figure RE-GDA00026113407600001520
Tvl=0;当导线在跨内的几何线形的斜率处处不为0时:
Figure RE-GDA00026113407600001521
Among them, Γ l and Γ r are the calculated line lengths of the left and right spans of the target point respectively; T vl and T vr are the vertical components of the tension at the lowest point of the conductors on the left and right spans of the target point, respectively; When the slope of the geometric line is 0:
Figure RE-GDA00026113407600001520
T vl = 0; when the slope of the geometrical line shape of the wire is not 0 everywhere in the span:
Figure RE-GDA00026113407600001521

式中,Tw为平均风状态下单根导线的水平张力,计算公式为:Tw=σo4AcIn the formula, Tw is the horizontal tension of a single wire under the average wind condition, and the calculation formula is: Tw = σ o4 A c ;

其中,

Figure RE-GDA00026113407600001522
式中,下标“3”和“4”分别表示无风状态和平均风状态;Ac为导线的受力面积;Ec为导线的弹性模量;γc为导线的综合比载,
Figure RE-GDA00026113407600001523
γw为平均风压比载,
Figure RE-GDA0002611340760000161
in,
Figure RE-GDA00026113407600001522
In the formula, the subscripts "3" and "4" represent the windless state and the average wind state respectively; A c is the stress area of the wire; E c is the elastic modulus of the wire; γ c is the comprehensive specific load of the wire,
Figure RE-GDA00026113407600001523
γw is the average wind pressure specific load,
Figure RE-GDA0002611340760000161

Figure RE-GDA0002611340760000162
为导线单位线长的平均风荷载,计算公式为:
Figure RE-GDA0002611340760000162
is the average wind load per unit line length of the conductor, and the calculation formula is:

Figure RE-GDA0002611340760000163
Figure RE-GDA0002611340760000163

lr为代表档距;βr为代表高差角;l r represents the span; β r represents the height difference angle;

S323:计算悬垂绝缘子串的风振系数;S323: Calculate the wind vibration coefficient of the pendant insulator string;

Figure RE-GDA0002611340760000164
Figure RE-GDA0002611340760000164

C表示对计算域内的元素进行求和;Γc为计算域内导线的线长;

Figure RE-GDA0002611340760000165
为平均风荷载;
Figure RE-GDA0002611340760000166
为等效背景风压。∑ C means summing the elements in the computational domain; Γ c is the line length of the wire in the computational domain;
Figure RE-GDA0002611340760000165
is the average wind load;
Figure RE-GDA0002611340760000166
is the equivalent background wind pressure.

在本实施例,计算塔线体系输电线的风振系数β计算公式为;

Figure RE-GDA0002611340760000167
In this embodiment, the calculation formula for calculating the wind vibration coefficient β of the transmission line of the tower-line system is:
Figure RE-GDA0002611340760000167

Figure RE-GDA0002611340760000168
C表示对计算域内的元素进行求和;Γc为计算域内导线的线长;
Figure RE-GDA0002611340760000169
为平均风荷载;
Figure RE-GDA00026113407600001610
为等效背景风压。
Figure RE-GDA0002611340760000168
C means summing the elements in the computational domain; Γ c is the line length of the wire in the computational domain;
Figure RE-GDA0002611340760000169
is the average wind load;
Figure RE-GDA00026113407600001610
is the equivalent background wind pressure.

本实施例中,DL/T 5154的导/地线的水平风荷载标准值表达式为:In this embodiment, the expression for the standard value of the horizontal wind load of the conducting/grounding wire of DL/T 5154 is:

Figure RE-GDA00026113407600001611
其中,β=α'βc
Figure RE-GDA00026113407600001611
Wherein, β=α'β c ;

式中,α′为取值小于1的风压不均匀系数;μsc为阻力系数;βc为风荷载调整系数,计算风偏角时取1;Dc为子导线/地线的计算外径;Lp为杆塔的水平档距;Bl为覆冰时风荷载的增大系数。ω0为基本风压;μz为风压随高度变化系数;Bl为覆冰时风荷载的增大系数;Nc为分裂导线的个数;θ为风向角。In the formula, α′ is the wind pressure non-uniformity coefficient whose value is less than 1; μ sc is the resistance coefficient; β c is the wind load adjustment coefficient, which is taken as 1 when calculating the wind deflection angle; diameter; L p is the horizontal span of the tower; B l is the increase coefficient of wind load when ice is covered. ω 0 is the basic wind pressure; μ z is the variation coefficient of wind pressure with height; B l is the increase coefficient of wind load when icing; N c is the number of split conductors; θ is the wind direction angle.

在本发明中,结合图11可以定义,当来流风平行于横担轴向时风向角θ=0°,当来流风平行于导线走向时风向角θ=90°。其中,x向表示横担轴向,y向表示顺线向。In the present invention, referring to FIG. 11 , it can be defined that the wind direction angle θ=0° when the incoming wind is parallel to the axial direction of the cross arm, and the wind direction angle θ=90° when the incoming wind is parallel to the direction of the conductor. Among them, the x-direction represents the axial direction of the cross arm, and the y-direction represents the straight-line direction.

风振系数随风向角的变化不大,并且风向角对塔身风振系数和横担风振系数的影响是相反的,对整塔而言该影响可以抵消。电力相关标准中仅考虑0o风向角下输电塔的风振系数。因此,可以忽略风向角对风振系数的影响,其它风向角下的等效静力风荷载通过DL/T 5154 中的风荷载分配系数确定。The wind vibration coefficient does not change much with the wind direction angle, and the influence of the wind direction angle on the wind vibration coefficient of the tower body and the cross arm wind vibration coefficient is opposite, which can be offset for the whole tower. In the power-related standards, only the wind vibration coefficient of the transmission tower under the 0o wind direction angle is considered. Therefore, the influence of wind direction angle on the wind vibration coefficient can be ignored, and the equivalent static wind load at other wind direction angles is determined by the wind load distribution coefficient in DL/T 5154.

其中,电力相关标准包括:GB 50545-2010.110kV~750kV架空输电线路设计规范[S].北京:中国计划出版社,2010;GB 50665-2011.1000kV架空输电线路设计规范[S].北京:中国计划出版社,2011;DL/T 5154-2012.架空输电线路杆塔结构设计技术规定[S].北京:中国计划出版社,2012;DL/T 5504-2015.特高压架空输电线路大跨越设计技术规定[S].北京:中国计划出版社,2015。Among them, power-related standards include: GB 50545-2010. Design specifications for 110kV~750kV overhead transmission lines [S]. Beijing: China Planning Press, 2010; GB 50665-2011. Design specifications for 1000kV overhead transmission lines [S]. Beijing: China Planning Publishing House, 2011; DL/T 5154-2012. Technical Specifications for the Design of Tower Structures for Overhead Transmission Lines [S]. Beijing: China Planning Press, 2012; DL/T 5504-2015. Technical Specifications for Large-Span Design of UHV Overhead Transmission Lines [S]. Beijing: China Planning Press, 2015.

α′βc和荷载规范中β的物理意义一致,考虑了脉动的风动力效应。通过考虑风压不均匀性的平均风荷载乘以βc,以此确定导/地线的等效静力风荷载。因此,α′βc=β。根据物理意义,

Figure RE-GDA0002611340760000171
采用LRC计算的β不是常数,为方便设计使用,根据pESWL的分布特性,采用平均化方式处理,计算一致β。pESWL在目标点位置凸出,在远离目标点位置逼近于
Figure RE-GDA0002611340760000172
为非均匀分布。为此,设定计算域,将目标点的等效静力风荷载在计算域内进行平均化处理。当目标点与邻近杆塔导线挂点的高差为0时,选取目标点水平档距为其计算域。有高差时,目标点位置处的等效静力风荷载显得更加凸出,从而选取目标点左右1/4跨为其计算域。The physical meaning of α′β c is the same as that of β in the load specification, and the wind dynamic effect of pulsation is considered. The equivalent static wind load of the conductor/earth wire is determined by multiplying the average wind load taking into account wind pressure inhomogeneity by β c . Therefore, α'β c =β. According to the physical meaning,
Figure RE-GDA0002611340760000171
The β calculated by LRC is not a constant. For the convenience of design and use, according to the distribution characteristics of p ESWL , the average method is used to calculate the consistent β. p ESWL protrudes at the target point, and is close to
Figure RE-GDA0002611340760000172
is a non-uniform distribution. To this end, a computational domain is set, and the equivalent static wind loads at the target point are averaged in the computational domain. When the height difference between the target point and the hanging point of the adjacent tower wire is 0, the horizontal span of the target point is selected as its calculation domain. When there is a height difference, the equivalent static wind load at the position of the target point is more prominent, so the left and right 1/4 span of the target point is selected as its computational domain.

S4:考虑塔线耦合效应,求取塔线体系风荷载脉动折减系数εc,结合图10可以看出,具体为:S41:构建超高大跨越塔线体系计算模型,并得到塔线体系计算模型图详见图1;所述塔线体系计算模型中的杆塔为密实结构,塔身为正方形的变截面,由下至上尺寸变小,横担为等截面;所述塔线体系计算模型中的导线两端等高,与固定铰支座连接;所述塔线体系计算模型中的杆塔高度为H,横担悬臂长度为lca,绝缘子长度为lin,导线跨度为L。导线挂点无高差;S4: Considering the tower-line coupling effect, obtain the wind load fluctuation reduction coefficient εc of the tower-line system, and it can be seen from Figure 10, the details are: S41: Build the calculation model of the super-large spanning tower-line system, and obtain the calculation model of the tower-line system The model diagram is shown in Figure 1; the tower in the calculation model of the tower line system is a dense structure, the tower body is a square variable section, the size becomes smaller from bottom to top, and the cross arm is of equal section; in the calculation model of the tower line system The two ends of the wire have the same height and are connected to the fixed hinge support; the height of the tower in the calculation model of the tower line system is H, the length of the cross arm cantilever is l ca , the length of the insulator is l in , and the wire span is L. The wire hanging point has no height difference;

S42:根据超高大跨越塔,建立杆塔响应与杆塔风振系数的关系,得到塔高H处建立杆塔荷载引起塔顶位移的均方根值σut(H)与杆塔风振系数β(H)的关系式;当导线悬挂于杆塔顶部时,建立导线与导线风振系数的关系,得到导线荷载引起塔顶位移的均方根值σuc(H)的计算公式;S42: According to the ultra-high and large spanning tower, establish the relationship between the tower response and the tower wind vibration coefficient, and obtain the root mean square value σ ut (H) of the tower top displacement caused by the tower load at the tower height H and the tower wind vibration coefficient β (H) When the wire is suspended on the top of the tower, the relationship between the wire and the wind vibration coefficient of the wire is established, and the calculation formula of the root mean square value σ uc (H) of the tower top displacement caused by the wire load is obtained;

所述塔高H处建立杆塔荷载引起塔顶位移的均方根值σut(H)与杆塔风振系数β(H)的关系式为:

Figure RE-GDA0002611340760000173
The relationship between the root mean square value σ ut (H) of the tower top displacement caused by the tower load at the tower height H and the tower wind vibration coefficient β (H) is:
Figure RE-GDA0002611340760000173

其中,ω0为基本风压;μz(H)为风压随超高单塔高度变化系数;μs(H)为杆塔随高度阻力系数;bs(H)随高度变化的迎风面宽度;gs为峰值因子;ω1为顺风向1阶模态的自振圆频率;m(H)为随高度变化的单位高度质量;Among them, ω 0 is the basic wind pressure; μ z (H) is the variation coefficient of wind pressure with the height of the ultra-high single tower; μ s (H) is the resistance coefficient of the tower with the height; b s (H) The width of the windward surface that changes with the height ; g s is the crest factor; ω 1 is the natural circular frequency of the first-order mode in the downwind direction; m(H) is the mass per unit height that varies with height;

所述导线荷载引起塔顶位移的均方根值σuc(H)的计算公式为:The calculation formula of the root mean square value σ uc (H) of the tower top displacement caused by the wire load is:

Figure RE-GDA0002611340760000174
Figure RE-GDA0002611340760000174

其中,Np为导线的相数;μsc为导线阻力系数;Nc为分裂导线的个数;Dc为子导线/地线的计算外径;Lp为水平档距;H为塔高高度;Et为弹性模量;Among them, N p is the phase number of the conductor; μ sc is the resistance coefficient of the conductor; N c is the number of split conductors; D c is the calculated outer diameter of the sub-conductor/ground wire; L p is the horizontal span; H is the tower height height; E t is the elastic modulus;

S43:根据步骤S41得到的内容,采用SRSS的方法确定塔线体系下杆塔的峰值响应计算公式;

Figure RE-GDA0002611340760000181
S43: According to the content obtained in step S41, adopt the SRSS method to determine the peak response calculation formula of the tower under the tower-wire system;
Figure RE-GDA0002611340760000181

其中,所述

Figure RE-GDA0002611340760000182
为由杆塔平均风荷载引起的杆塔响应;
Figure RE-GDA0002611340760000183
为由导线平均风荷载引起的杆塔响应;
Figure RE-GDA0002611340760000184
为塔线体系平均风荷载引起的杆塔响应σr为塔线体系下杆塔响应的标准差;gs为峰值因子;σrt为由杆塔脉动风荷载引起的塔体均方根响应;σrc为由导线脉动风荷载引起的塔体均方根响应;Among them, the
Figure RE-GDA0002611340760000182
is the tower response caused by the average wind load of the tower;
Figure RE-GDA0002611340760000183
is the response of the tower caused by the average wind load of the conductor;
Figure RE-GDA0002611340760000184
is the tower response caused by the average wind load of the tower line system; σ r is the standard deviation of the tower response under the tower line system; g s is the peak factor; σ rt is the root mean square response of the tower body caused by the fluctuating wind load of the tower line; σ rc is RMS response of tower body due to fluctuating wind loads on conductors;

基于步骤S43的塔线体系下杆塔的峰值响应计算公式,采用塔线分离方法,引入杆塔风荷载脉动折减系数,并得到所述杆塔的峰值响应计算公式的等价峰值响应计算公式:

Figure RE-GDA0002611340760000185
Based on the peak response calculation formula of the tower under the tower line system in step S43, the tower line separation method is adopted, the wind load fluctuation reduction coefficient of the tower is introduced, and the equivalent peak response calculation formula of the peak response calculation formula of the tower is obtained:
Figure RE-GDA0002611340760000185

Figure RE-GDA0002611340760000186
Figure RE-GDA0002611340760000186

Figure RE-GDA0002611340760000187
表示杆塔荷载引起的峰值响应,
Figure RE-GDA0002611340760000188
表示输电线荷载引起的峰值响应
Figure RE-GDA0002611340760000187
represents the peak response caused by the tower load,
Figure RE-GDA0002611340760000188
Represents the peak response due to transmission line loads

S45:以塔顶位移响应为目标,对步骤S44得到的所述杆塔的峰值响应计算公式的等价峰值响应计算公式进一步更新,得到带未知导线荷载引起塔顶位移的均方根值和未知杆塔荷载引起塔顶位移的均方根值的脉动折减系数更新计算公式:

Figure RE-GDA0002611340760000189
S45: Taking the displacement response of the tower top as the target, further update the equivalent peak response calculation formula of the peak response calculation formula of the tower obtained in step S44, and obtain the root mean square value of the tower top displacement caused by the unknown conductor load and the unknown tower The updated calculation formula of the pulsation reduction factor of the root mean square value of the tower top displacement caused by the load:
Figure RE-GDA0002611340760000189

σuc表示导线荷载引起塔顶位移的均方根值;σut(H)为随高度变化的杆塔荷载引起塔顶位移的均方根值;σ uc is the root mean square value of the tower top displacement caused by the wire load; σ ut (H) is the root mean square value of the tower top displacement caused by the tower load that varies with height;

S46:将步骤S42中的计算得到的导线荷载引起塔顶位移的均方根值和杆塔荷载引起塔顶位移的均方根值带入步骤S45得到脉动折减系数的更新计算公式中,得到脉动折减系数的最终计算公式,并计算杆塔风荷载脉动折减系数;S46: The root mean square value of the tower top displacement caused by the wire load and the root mean square value of the tower top displacement caused by the tower load calculated in step S42 are brought into the updated calculation formula of the pulsation reduction coefficient obtained in step S45, and the pulsation is obtained. The final calculation formula of the reduction factor, and the calculation of the wind load fluctuation reduction factor of the tower;

Figure RE-GDA00026113407600001810
Figure RE-GDA00026113407600001810

其中,

Figure RE-GDA00026113407600001811
in,
Figure RE-GDA00026113407600001811

在本实施例中,所述塔线体系超高大跨越塔的修正风振系数β*(z)和所述塔线体系输电线的修正风振系数β*的计算公式为:

Figure RE-GDA00026113407600001812
In this embodiment, the calculation formula of the modified wind vibration coefficient β * (z) of the super-large spanning tower of the tower-line system and the modified wind-vibration coefficient β * of the transmission line of the tower-line system is:
Figure RE-GDA00026113407600001812

在等效振动惯性力作用下计算得到的超高大跨越塔线体系中超高输电塔的设计风荷载 fESWL(z)与修正风振系数β*(z)的关系式存在:

Figure RE-GDA00026113407600001813
The relationship between the design wind load f ESWL (z) and the modified wind vibration coefficient β * (z) of the ultra-high transmission tower in the ultra-high-span tower-line system calculated under the action of the equivalent vibration inertia force exists:
Figure RE-GDA00026113407600001813

其中,ξ1=ξe

Figure RE-GDA00026113407600001814
Among them, ξ 1e ;
Figure RE-GDA00026113407600001814

Figure RE-GDA0002611340760000191
Figure RE-GDA0002611340760000191

Figure RE-GDA0002611340760000192
Figure RE-GDA0002611340760000192

m(z)=m(0)μm(z);

Figure RE-GDA0002611340760000193
Sf(n)为归一化风速谱,
Figure RE-GDA0002611340760000194
Iz(z)Iz(z)为z高度处的脉动风湍流密度;
Figure RE-GDA0002611340760000195
I10为10m高度处的脉动风湍流密度; x′1为公式
Figure RE-GDA0002611340760000196
中,n=n1时的取值,n1为输电塔的1阶模态频率;m(z)=m(0) μm (z);
Figure RE-GDA0002611340760000193
S f (n) is the normalized wind speed spectrum,
Figure RE-GDA0002611340760000194
I z (z) I z (z) is the fluctuating wind turbulence density at z height;
Figure RE-GDA0002611340760000195
I 10 is the fluctuating wind turbulence density at a height of 10m; x′ 1 is the formula
Figure RE-GDA0002611340760000196
, the value when n=n 1 , n 1 is the first-order modal frequency of the transmission tower;

u1和ηxz1是与风场湍流特性和空间相关性等有关的系数,分别称为综合影响系数和空间相关性折减系数。u 1 and η xz1 are coefficients related to wind field turbulence characteristics and spatial correlation, which are called comprehensive influence coefficient and spatial correlation reduction coefficient, respectively.

在本实施例中,基于塔线分离法计算输电线设计风荷载WX的计算公式为:In this embodiment, the calculation formula for calculating the design wind load W X of the transmission line based on the tower line separation method is:

Figure RE-GDA0002611340760000197
Figure RE-GDA0002611340760000197

其中,β=α'βc;α′为取值小于1的风压不均匀系数;μsc为导线阻力系数;βc为风荷载调整系数,计算风偏角时取1;Dc为子导线/地线的计算外径;Lp为杆塔的水平档距;Bl为覆冰时风荷载的增大系数;ω0为基本风压;μz为风压随高度变化系数;Bl为覆冰时风荷载的增大系数;Nc为分裂导线的个数;θ为风向角。Among them, β= α'β c ; α' is the wind pressure unevenness coefficient whose value is less than 1; μ sc is the resistance coefficient of the wire; β c is the wind load adjustment coefficient, which is taken as 1 when calculating the wind deflection angle; Calculated outer diameter of conductor/ground wire; L p is the horizontal span of the tower; B l is the increase coefficient of wind load when ice is covered; ω 0 is the basic wind pressure; μ z is the variation coefficient of wind pressure with height; B l is the increase coefficient of wind load during icing; N c is the number of split conductors; θ is the wind direction angle.

综上可以基于惯性力法和塔线分离法考虑塔线耦合影响的超高大跨越塔、线设计风载荷,对超高大跨越塔进行设计。In conclusion, the ultra-high and large-span towers can be designed based on the inertial force method and the tower-line separation method considering the wind load of the ultra-high-span tower and the line design influenced by the tower-line coupling.

应当指出的是,上述说明并非是对本发明的限制,本发明也并不仅限于上述举例,本技术领域的普通技术人员在本发明的实质范围内所做出的变化、改性、添加或替换,也应属于本发明的保护范围。It should be noted that the above descriptions are not intended to limit the present invention, and the present invention is not limited to the above examples. Changes, modifications, additions or substitutions made by those of ordinary skill in the art within the scope of the present invention, It should also belong to the protection scope of the present invention.

Claims (8)

1. A computing method for ultra-high large-span tower and line wind load based on an inertia force method and a tower line separation method considering tower line coupling influence is characterized in that: the method comprises the following specific steps:
s1: building a tower wire system of the ultrahigh large-span tower, and acquiring physical parameters of the ultrahigh large-span tower, the power transmission line and the insulator string of the tower wire system;
s2: based on tower line coupling influence factors and according to tower equivalent damping coefficients in a tower line systeme
S3: the equivalent damping coefficient of the pole tower in the tower line system obtained in the step S2eTo replace the damping coefficient ζ1Solving the wind vibration coefficient beta (z) of the tower line system ultrahigh large span tower;
calculating the wind vibration coefficient beta of the maximum wind deflection angle of the suspension insulator string of the tower-line system by considering linear and line length influence factors;
the method comprises the following steps of calculating the wind vibration coefficient beta (z) of the tower line system ultrahigh spanning tower:
s311: according to the physical parameters of the ultrahigh large span tower in the step S1, the ground roughness category of the ultrahigh large span tower is determined, and the average speed division at the height of 10m is set
Figure FDA0002433875970000011
The total height H of the ultrahigh large span tower; heel lift b1(ii) a Number of crossarms nc(ii) a Average overhang length of cross arm
Figure FDA0002433875970000012
S312: constructing a calculation model of wind load of the ultra-high large-span tower, and obtaining a 1-order side bending vibration mode phi of the 0-degree wind direction angle of the ultra-high large-span tower through a deflection line of a structure under the action of horizontally uniformly distributed load1(z);
Figure FDA0002433875970000013
z is the actual height value
S313: introducing a background component factor B according to a load specificationz(z) and further calculating a correlation coefficient rho of the fluctuating wind load of the ultrahigh power transmission tower in the horizontal directionx(ii) a Comparing the tower height of the ultrahigh power transmission tower with the gradient wind height, and calculating the correlation coefficient rho of the pulsating wind load in the vertical directionz(ii) a Introducing and calculating a resonance component factor R according to a load specification; determining a ground roughness index alpha; crest factor gs(ii) a Turbulence I at a height of 10m10
Figure FDA0002433875970000021
Hg is the gradient wind height; xi1e
Figure FDA0002433875970000022
n is the frequency of the pulsating wind speed;
s314: obtaining intermediate variations of background component factorsFitting coefficient k of quantity gammaγ、aγ、ly、myAnd by(ii) a Considering gradient wind influence factors of the ultrahigh power transmission tower, and solving a correction coefficient theta of wind vibration coefficient considering overall appearance changev(ii) a Considering the gradient wind height factor of the ultrahigh power transmission tower and the concrete in the steel pipe as an additional quality factor;
calculating a correction coefficient thetalThe correction coefficient thetalCorrection factor theta for wind vibration coefficient taking into account additional areaaCorrection factor theta for wind vibration factor taking into account additional massmThe product of (a);
s315: considering concrete in the steel pipe as an additional quality factor, and solving theta of a correction coefficient of the wind vibration coefficient of the residual tower body considering local appearance changeb(z) correction factor theta for cross arm wind vibration coefficient considering local shape changeb(zI) Correction factor theta considering local shape change with wind vibration coefficient of diaphragmb(zJ);
Figure FDA0002433875970000023
Figure FDA0002433875970000024
S316: according to the actual height value z of the tower body, the background component factor B at the z height is correspondingly obtained according to the correction coefficient obtained in the step S315z(z);
Figure FDA0002433875970000025
μzgThe wind pressure height variation coefficient at the gradient wind height is obtained;
s317: calculating a wind vibration coefficient beta (z); wherein, the wind vibration coefficient expression is as follows:
Figure FDA0002433875970000026
gsis a peak factor according to the loadStandardizing values;
s4: the tower line coupling effect is considered, and the wind load pulsation reduction coefficient of a tower line system is obtainedc
S5: according to the wind load fluctuation reduction coefficient of the tower-line system obtained in the step S4, the wind vibration coefficient of the tower-line system ultrahigh large crossing tower and the wind vibration coefficient beta of the wind deflection angle in the step S3 are corrected and calculated to obtain the corrected wind vibration coefficient beta of the tower-line system ultrahigh large crossing tower*(z) corrected wind vibration coefficient beta of tower line system transmission line*
S6: based on a tower line separation method, calculating the design wind load of an ultrahigh power transmission tower and the design wind load W of a large-span power transmission line in an ultrahigh-span tower line system under the action of equivalent vibration inertia forceX
2. The method for calculating the line wind load of the ultra-high large-span tower based on the inertia force method and the tower line separation method and considering the tower line coupling influence is characterized in that: the specific steps of step S2 are:
s21: obtaining a calculation model diagram of the line system of the ultra-high large crossing tower according to the line system of the ultra-high large crossing tower in the step S1;
the tower in the tower line system calculation model is of a compact structure, the tower body is a square variable cross section, the size of the tower body is reduced from bottom to top, and the cross arm is of an equal cross section; two ends of a lead in the tower line system calculation model are equal in height and are connected with the fixed hinge support; the height of a tower in the tower wire system calculation model is H, and the length of a cross arm cantilever is lcaInsulator length is linThe wire span is L; no height difference of wire hanging point
S22: setting the assumed conditions of the vibration of the transmission line and the insulator string to obtain the vibration pattern diagram of the transmission line and the insulator string in the ultra-high large-span tower line system, and the generalized mass, the generalized rigidity and the generalized damping of the transmission line and the insulator string on the windward side and the windward side; combining the transmission lines and the insulator strings in the ultrahigh large-span tower line system to form a cable structure system;
the generalized mass calculation formula of the windward side and windward side wires is as follows:
Figure FDA0002433875970000031
the calculation formula of the generalized stiffness of the wires on the windward side and the windward side is as follows:
Figure FDA0002433875970000032
the generalized damping calculation formula of the wires on the windward side and the windward side is as follows:
Figure FDA0002433875970000041
mcthe mass of a unit wire length of a single wire; single wire vibration mode
Figure FDA0002433875970000048
γgThe dead weight of the wire is compared with the load; sigma0Is the horizontal initial stress of the wire; is the length of the wire of the lead,
Figure FDA0002433875970000042
ζc=ζscac;ζscthe damping ratio of the wire structure is adopted; zetaacStarting a damping ratio for the wire; n is a radical ofcThe number of the split conductors; t iswThe horizontal tension of a single wire in an average wind state; zetacIs the wire damping ratio;
the generalized mass calculation formula of the insulator string on the windward side and the windward side is as follows:
Figure FDA0002433875970000043
the calculation formula of the generalized rigidity of the insulator strings on the windward side and the windward side is as follows:
Figure FDA0002433875970000044
the generalized damping calculation formula of the insulator string on the windward side and the windward side is:
Figure FDA0002433875970000045
Wherein m isinThe insulator string has unit height mass; dinThe insulator string is windward outer diameter; insulator string vibration mode
Figure FDA0002433875970000049
H-lin≤Z≤H;ζinThe damping ratio of the insulator string is;
Figure FDA0002433875970000046
linis the length of the insulator; the calculation formulas of the generalized mass, the generalized stiffness and the generalized damping corresponding to the cable structure system are as follows:
Figure FDA0002433875970000047
s23: constructing a cable structure system by the data obtained in the step S22 and combining with a tower structure to form a tower-line coupling simplified calculation model;
s24: forming a tower line coupling simplified calculation model based on a tower structure, and solving a mean square value of a resonance component of downwind displacement of the tower under an ultra-high and large span tower line system and a mean square value of the downwind displacement resonance component of the tower during single tower; thereby obtaining a proportional expression of the two;
s25: and (4) deriving a calculation formula of the tower wire equivalent damping coefficient after the transmission line is suspended by the ultra-high large-span tower based on the calculation formula obtained in the step S24, and calculating the tower equivalent damping coefficient in a tower wire system.
3. The method for calculating the line wind load of the ultra-high large-span tower based on the inertia force method and the tower line separation method and considering the tower line coupling influence is characterized in that: in step S24, the equation for calculating the mean square value of the downwind displacement resonance component of the tower under the tower-line system is:
Figure FDA0002433875970000051
wherein,
Figure FDA0002433875970000052
Figure FDA0002433875970000053
λn=nci/nt
Figure FDA0002433875970000054
Figure FDA0002433875970000055
Figure FDA0002433875970000056
Figure FDA0002433875970000057
1-order mode vibration mode phi of towert(z)=(z/H)2,0≤z≤H;
Figure FDA0002433875970000059
In order to obtain the generalized mass of the tower,
Figure FDA0002433875970000058
Mcamass of cross arm, mt(z) the mass per unit height of the tower which varies with the height;
coh(z1,z2) Is z1And z2A coherence function of the pulsating wind speed at two points at height;
Sf(nt) To normalize the wind velocity spectrum, ntThe frequency of the tower pulsating wind speed is shown;
Figure FDA0002433875970000061
σv'is the standard deviation of the pulsating wind speed;
Figure FDA0002433875970000065
is the generalized mass ratio of the cable structure to the tower,
Figure FDA0002433875970000062
λnthe frequency ratio of the cable structure to the tower is obtained; lambda [ alpha ]n=nci/nt(ii) a The conducting wire is hung on the top of the tower,
Figure FDA0002433875970000066
ζtis the total damping ratio; zetat=ζstat;ζstThe damping ratio of the tower structure is set; omegatThe circular frequency of undamped vibration of the tower;cithe total damping ratio of the cable structure and the damping ratio of the lead are taken as the near vision,ci≈ζc,ζc=ζscac
ρais the density of air, mus(z) is the coefficient of variation of wind pressure with height; bs(z) the windward width as a function of height;
Figure FDA0002433875970000067
mean wind speed, σ, as a function of altitudev'Is the standard deviation of the pulsating wind speed;
ζatthe pneumatic damping ratio of the tower is;
Figure FDA0002433875970000068
As,cathe wind shielding area of the cross arm;
the mean square value of the downwind displacement resonance component of the tower in the single tower is as follows:
Figure FDA0002433875970000063
Figure FDA0002433875970000064
the ratio of the downwind displacement resonance component of the tower under the tower line system to the downwind displacement resonance component of the tower during the single tower is as follows:
Figure FDA0002433875970000071
the step of deriving the calculation formula of the tower line equivalent damping coefficient after the wire is suspended in the ultra-high spanning tower in the step S25 is as follows:
the equivalent damping ratio of the tower after the wire is hung is as follows:
Figure FDA0002433875970000072
where ρ and ζeThe relationship of (1) is:
Figure FDA0002433875970000073
for a transmission tower line system, a cable structure is a flexible system, and the excellent frequency is far less than that of a tower; then ignore λnThe higher order terms of (1);
the damping ratio of the tower is about 0.01, the damping ratio of the cable structure is less than 1, and the damping ratio is ignored
Figure FDA0002433875970000075
An item;
the conductor is suspended on the top of the tower,
Figure FDA0002433875970000074
Therefore, the calculation formula of the tower line equivalent damping coefficient after the wire is suspended is as follows:etMn ci
4. the method for calculating the ultra-high and large span tower and the linear wind load based on the inertia force method and the tower line separation method considering the tower line coupling influence according to the claim 1 or 3, is characterized in that: the method for determining the wind vibration coefficient beta of the maximum wind drift angle of the tower line system suspension insulator string comprises the following steps:
s321: determining a calculation model of the wind deflection angle of the suspension insulator string by an LRC method by taking the physical parameters of the transmission line and the insulator string of the ultra-high large spanning tower line system in the step S1 as initial conditions for calculating the lead and the suspension insulator string under the action of gravity and average wind load;
s322: calculating the equivalent static wind load of the unit area of the conducting wires between the power transmission towers in the ultra-high and large spanning tower line system;
equivalent static wind load p of unit area of conducting wire between power transmission towersESWLThe calculation formula of (2) is as follows:
Figure FDA0002433875970000081
wherein (: i) represents the ith column element of the matrix;
Figure FDA00024338759700000814
equivalent background wind pressure;
Figure FDA0002433875970000082
the average wind load is obtained; the matrix expression of the vibration equation of the lead under the action of wind load is as follows:
Figure FDA0002433875970000083
in the formula,
Figure FDA0002433875970000084
y' is the acceleration, the speed and the displacement of the wire node along the wind direction under the action of the pulsating wind load respectively;
Figure FDA0002433875970000085
the displacement of the lead joint along the wind direction under the action of average wind load;
m is a quality matrix; c is a damping matrix; a K stiffness matrix; l issIs a node dependent area matrix;
the matrix expression of the vibration equation of the lead under the action of fluctuating wind load is as follows:
Figure FDA0002433875970000086
the calculation formula for calculating the maximum wind drift angle of the suspension insulator string by the equivalent static wind load is as follows:
Figure FDA0002433875970000087
in the formula,
Figure FDA00024338759700000816
is the downwind peak displacement of the point B under the action of fluctuating wind load
Figure FDA00024338759700000815
lABA, B is the length of the insulator string between two points;
Figure FDA0002433875970000088
Figure FDA00024338759700000817
is the downwind displacement of the point B under the action of average wind load,
Figure FDA0002433875970000089
Figure FDA00024338759700000810
is the average wind deflection angle; the specific calculation formula is as follows:
Figure FDA00024338759700000811
Figure FDA00024338759700000818
Gvrespectively taking the average wind load and the vertical gravity load of the suspension insulator string at the target point;
Figure FDA00024338759700000822
Wvrespectively transmitting the average wind load and the vertical load transmitted to the suspension insulator string by the lead at the target point;
average wind load transferred to suspension insulator string by lead at target point
Figure FDA00024338759700000821
The calculation formula of (2) is as follows:
Figure FDA00024338759700000812
Figure FDA00024338759700000819
in the formula, NcThe number of the split conductors;
Figure FDA00024338759700000820
the uniform average wind load of the unit wire length of a single wire is obtained;hthe calculation mode is a pair formula for the line length of the lead in the horizontal span
Figure FDA00024338759700000813
Performing curve integration at a horizontal span; wherein,
Figure FDA0002433875970000091
in the formula,
Figure FDA0002433875970000098
is the load p' and the response yBThe correlation coefficient of (a);
Figure FDA0002433875970000099
is a response y in the initial conditionBThe influence line of (1);
when the power transmission tower is an ultrahigh power transmission tower, the lead at the target point transmits a vertical load W to the suspension insulator stringvThe calculation formula of (2) is as follows: wv=Pv l+Tvl+Pv r+Tvr
Wherein,lrrespectively calculating the lengths of the left span and the right span of the target point; t isvl、TvrThe vertical components of the tension at the lowest points of the left and right two cross-wires of the target point are respectively; when the slope of the geometric line shape of the wire at a certain point across the wire is 0:
Figure FDA0002433875970000092
Tvl0; when the slope of the wire at the geometrical line within the span is not 0:
Figure FDA0002433875970000093
in the formula, TwThe calculation formula is the horizontal tension of a single wire in an average wind state: t isw=σo4Ac
Wherein,
Figure FDA0002433875970000094
in the formula, subscripts "3" and "4" represent a no-wind state and an average wind state, respectively; a. thecThe stress area of the lead is defined; ecIs the modulus of elasticity of the wire; gamma raycIs the comprehensive specific load of the lead wires,
Figure FDA0002433875970000095
γwin order to obtain the average wind pressure specific load,
Figure FDA0002433875970000096
Figure FDA00024338759700000910
the calculation formula is the average wind load of the unit line length of the lead:
Figure FDA0002433875970000097
lrrepresents a span; beta is arIs representative of a height difference angle;
s323: calculating the wind vibration coefficient of the suspension insulator string;
Figure FDA0002433875970000101
Figure FDA0002433875970000102
Figure FDA0002433875970000103
crepresenting summing elements within a computational domain;ccalculating the line length of the wire in the domain;
Figure FDA0002433875970000105
the average wind load is obtained;
Figure FDA0002433875970000106
equivalent background wind pressure.
5. The method for calculating the line wind load of the ultra-high large-span tower based on the inertia force method and the tower line separation method and considering the tower line coupling influence is characterized in that: wind load pulsation reduction coefficient of tower-line systemcThe calculation steps are as follows:
s41: constructing a calculation model of an ultra-high and large spanning tower line system, and obtaining a calculation model diagram of the tower line system;
s42: according to the ultrahigh large-span tower, establishing the relation between tower response and tower wind vibration coefficient to obtain the root mean square value sigma of tower top displacement caused by tower load established at the tower height Hut(H) A relation with tower wind vibration coefficient beta (H); when the lead is hung on the top of the tower, the relation between the lead and the wind vibration coefficient of the lead is established, and the root mean square value sigma of the displacement of the tower top caused by the load of the lead is obtaineduc(H) The calculation formula of (2);
and establishing a root mean square value sigma of tower top displacement caused by tower load at the tower height Hut(H) The relation between the tower wind vibration coefficient beta (H) is as follows:
Figure FDA0002433875970000104
wherein, ω is0The basic wind pressure is obtained; mu.sz(H) The coefficient of variation of wind pressure along with the height of the ultrahigh single tower is shown; mu.ss(H) The resistance coefficient of the tower along with the height is obtained; bs(H) Windward width that varies with height; gsIs the crest factor; omega1The natural vibration circle frequency is of 1-order mode in downwind direction; m (H) is the mass per unit height as a function of height;
root mean square value sigma of displacement of tower top caused by lead loaduc(H) The calculation formula of (2) is as follows:
Figure FDA0002433875970000111
wherein N ispThe number of phases of the wire; mu.sscIs the wire resistance coefficient; n is a radical ofcIs the number of split conductors;DcCalculating the outer diameter of the sub-conductor/ground wire; l ispIs a horizontal span; h is the height of the tower; etIs the modulus of elasticity;
s43: determining a peak response calculation formula of the tower under the tower-wire system by adopting an SRSS method according to the content obtained in the step S41;
Figure FDA0002433875970000112
wherein, the
Figure FDA0002433875970000113
Responding to the tower caused by the average wind load of the tower;
Figure FDA0002433875970000114
responding to the tower caused by the average wind load of the lead;
Figure FDA0002433875970000115
response sigma of tower caused by mean wind load of tower line systemrThe standard deviation of the tower response under the tower wire system; gsIs the crest factor; sigmartThe root-mean-square response of the tower body caused by the fluctuating wind load of the tower; sigmarcThe root-mean-square response of the tower body caused by the fluctuating wind load of the lead;
s44: based on the peak response calculation formula of the tower under the tower-wire system of step S43, introducing a tower wind load pulsation reduction coefficient by using a tower-wire separation method, and obtaining an equivalent peak response calculation formula of the tower:
Figure FDA0002433875970000116
Figure FDA0002433875970000118
represents the peak response caused by the tower load,
Figure FDA0002433875970000119
indicating peak response due to transmission line loading
S45: and with the tower top displacement response as a target, further updating the equivalent peak response calculation formula of the tower obtained in the step S44 to obtain a ripple reduction coefficient updating calculation formula of the root mean square value of the tower top displacement caused by the unknown lead load and the root mean square value of the tower top displacement caused by the unknown tower load:
Figure FDA0002433875970000117
σucthe root mean square value of the displacement of the tower top caused by the load of the lead is represented; sigmaut(H) The root mean square value of tower top displacement caused by tower load changing along with the height;
s46: substituting the root mean square value of the displacement of the tower top caused by the wire load and the root mean square value of the displacement of the tower top caused by the tower load, which are obtained by calculation in the step S42, into the updated calculation formula of the pulsation reduction coefficient obtained in the step S45 to obtain a final calculation formula of the pulsation reduction coefficient, and calculating the pulsation reduction coefficient of the wind load of the tower;
Figure FDA0002433875970000121
wherein,
Figure FDA0002433875970000122
6. the method for calculating the line wind load of the ultra-high large-span tower based on the inertia force method and the tower line separation method and considering the tower line coupling influence is characterized in that:
the corrected wind vibration coefficient beta of the tower line system ultrahigh large-span tower*(z) and corrected wind vibration coefficient beta of said tower wire system transmission line*The calculation formula of (2) is as follows:
Figure FDA0002433875970000123
7. the method for calculating the line wind load of the ultra-high large-span tower based on the inertia force method and the tower line separation method and considering the tower line coupling influence is characterized in that: designed wind load f of ultrahigh power transmission tower in ultrahigh large-span tower line system calculated under action of equivalent vibration inertia forceESWL(z) and corrected wind vibration coefficient beta*(z) the relationship:
design wind load f of ultrahigh large-span tower in tower line system of ultrahigh large-span towerESWL(z) and corrected wind vibration coefficient beta*(z) is given by:
Figure FDA0002433875970000124
wherein ξ1=ξe
Figure FDA0002433875970000125
Figure FDA0002433875970000126
Figure FDA0002433875970000127
Figure FDA0002433875970000131
m(z)=m(0)μm(z);
Figure FDA0002433875970000132
Sf(n) is a normalized wind speed spectrum,
Figure FDA0002433875970000134
Iz(z) is the pulsating wind turbulence density at z-height;
Figure FDA0002433875970000135
I10a pulsating wind turbulence density at a height of 10 m; x'1Is a formula of
Figure FDA0002433875970000136
Where n is n1Value of time, n11 order modal frequency of the power transmission tower;
u1and ηxz1The coefficients are related to wind field turbulence characteristics, spatial correlation and the like, and are respectively called as a comprehensive influence coefficient and a spatial correlation reduction coefficient.
8. The method for calculating the line wind load of the ultra-high large-span tower based on the inertia force method and the tower line separation method and considering the tower line coupling influence is characterized in that: method for calculating design wind load W of power transmission line based on tower line separation methodXThe calculation formula of (2) is as follows:
Figure FDA0002433875970000133
wherein β ═ α' βc(ii) a Alpha' is the uneven coefficient of wind pressure with the value less than 1; mu.sscIs the wire resistance coefficient; beta is acTaking 1 when calculating the wind deflection angle for adjusting the coefficient of the wind load; dcCalculating the outer diameter of the sub-conductor/ground wire; l ispThe horizontal span of the tower; b islThe coefficient is the increase coefficient of wind load during ice coating; omega0The basic wind pressure is obtained; mu.szThe coefficient of variation of wind pressure along with height is shown; b islThe coefficient is the increase coefficient of wind load during ice coating; n is a radical ofcThe number of the split conductors; theta is a wind direction angle.
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