CN112364429B - In-service transmission tower superstructure seismic resistance assessment method and device - Google Patents
In-service transmission tower superstructure seismic resistance assessment method and device Download PDFInfo
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Abstract
The invention relates to the technical field of transmission line management, in particular to an in-service transmission tower superstructure seismic resistance assessment method and a device, wherein the method comprises the following steps: establishing a geometric model of a main material structure of an in-service transmission line tower; adding an auxiliary material rod piece on the main material structure geometric model, and adjusting the rigidity of the main material structure geometric model to be matched with the rigidity actual measurement data of the in-service transmission line tower; calculating the seismic response of the upper structure of the in-service transmission line tower according to a vibration mode decomposition reaction spectrum method and a geometric model of a main material structure; and evaluating the anti-seismic safety of the upper structure of the in-service transmission line tower under the earthquake load working condition according to the combination of the earthquake response and the wind load response. According to the method, based on the existing basic data and the actual measurement data, a material structure geometric model is established for earthquake resistance evaluation, the complexity of power transmission line modeling is effectively avoided, the efficiency of earthquake resistance evaluation work is improved, and the accuracy and the reliability of the model are ensured by using the actual measurement data.
Description
Technical Field
The invention relates to the technical field of transmission line management, in particular to an in-service transmission tower superstructure seismic resistance assessment method and device.
Background
The transmission line is a linear structure, needs to pass through a wide region, and inevitably needs to pass through a seismic area or a seismic zone. In these areas, the normal operation of the whole transmission line is affected once the transmission line tower is damaged by the earthquake. The power supply is an important guarantee for earthquake relief, production recovery and reconstruction after an earthquake and is an infrastructure guarantee urgently needed after the earthquake. Therefore, the method has very important significance for earthquake resistance evaluation of the power transmission line and timely reinforcement and reconstruction.
The power grid operated in China has a plurality of old power transmission lines, a considerable part of the power transmission lines do not well consider the earthquake action in the design and construction period, part of the reasons are adjustment of earthquake resistant regions, and part of the reasons are limited by the construction technology or cost at that time. In order to ensure stable power supply after an earthquake, corresponding earthquake-resistant evaluation needs to be carried out on old or in-service transmission line towers, problems are found in time, and reinforcement and transformation are carried out. The existing mode for evaluating the earthquake resistance of the upper structure of the in-service transmission line tower is mainly used for carrying out three-dimensional structure modeling on the transmission line tower and carrying out earthquake resistance test and evaluation according to the three-dimensional structure modeling.
Disclosure of Invention
The invention provides an in-service transmission tower superstructure seismic evaluation method and device, overcomes the defects of the prior art, and can effectively solve the problem of low seismic evaluation work efficiency caused by a complex three-dimensional structure modeling process in a mode of seismic evaluation on in-service transmission tower towers.
One of the technical schemes of the invention is realized by the following measures: an in-service transmission tower superstructure seismic resistance assessment method comprises the following steps:
establishing a main material structure geometric model of an in-service transmission line tower, wherein the main material structure of the main material structure geometric model needs to be complete;
adding an auxiliary material rod piece on the main material structure geometric model, and adjusting the rigidity of the main material structure geometric model to be matched with the rigidity actual measurement data of the in-service transmission line tower;
calculating the seismic response of the upper structure of the in-service transmission line tower according to a vibration mode decomposition reaction spectrum method and a geometric model of a main material structure;
and evaluating the anti-seismic safety of the upper structure of the in-service transmission line tower under the earthquake load working condition according to the combination of the earthquake response and the wind load response.
The following are further optimization or/and improvement on the technical scheme of the invention:
the above-mentioned add the subsidiary material member on the geometric model of main material structure, adjust the rigidity of the geometric model of main material structure, make it and this rigidity actual measurement data phase-match of transmission line shaft tower in active service, include:
setting the adding position of the auxiliary material rod piece;
adding an auxiliary material rod piece on the main material structure geometric model, wherein the initial rigidity of the auxiliary material rod piece is one fifth of that of the main material rod piece;
obtaining modal data of the main material structure geometric model in the current state;
comparing the modal data with the actually measured rigidity data of the in-service power transmission line tower, if the geometric model of the main material structure is rigid, reducing the rigidity of the auxiliary material rod piece, otherwise, increasing the rigidity of the auxiliary material rod piece until the geometric model of the main material structure is matched with the actually measured rigidity data of the in-service power transmission line tower.
The calculating the seismic response of the upper structure of the in-service transmission line tower according to the vibration mode decomposition reaction spectroscopy and the geometric model of the main material structure comprises the following steps:
a bottom measuring point is arranged at the bottom of an in-service transmission line tower, and a plurality of top measuring points are arranged at the end part of a top cross arm;
obtaining acceleration processes of the bottom measuring point and the top measuring point;
establishing a corresponding transfer function according to the acceleration process, drawing a curve by taking the imaginary part of the transfer function, and determining the vibration modes of the in-service transmission line rod in the horizontal X direction and the horizontal Y direction according to the amplitude of the extreme point in the curve;
and determining the seismic partition of the position of the tower foundation of the in-service transmission line tower, searching the corresponding standard to obtain a reaction spectrum, and calculating the seismic response of the upper structure of the in-service transmission line tower according to a vibration mode decomposition reaction spectrum method.
The above-mentioned combination according to earthquake response and wind load response, the antidetonation security of this transmission line shaft tower superstructure in active service under the aassessment earthquake load operating mode includes:
acquiring wind load response of the in-service transmission line tower, and establishing a seismic load combination to obtain the internal force of the main material rod piece under the seismic load combination, wherein the seismic load combination comprises the combination of the seismic response and the wind load response;
and carrying out internal force checking on the section bearing capacity of the main material of the important node of the in-service transmission line tower to obtain the safety coefficient of the upper structure of the in-service transmission line tower under the earthquake load working condition.
The second technical scheme of the invention is realized by the following measures: an in-service transmission line tower superstructure antidetonation evaluation device includes:
the model building unit is used for building a main material structure geometric model of the in-service transmission line tower, wherein the main material structure of the main material structure geometric model needs to be complete;
the model stiffness adjusting unit is used for adding an auxiliary material rod piece on the main material structure geometric model and adjusting the stiffness of the main material structure geometric model to be matched with the measured stiffness data of the in-service transmission line tower;
the earthquake response determining unit is used for calculating the earthquake response of the upper structure of the on-service transmission line tower according to a vibration mode decomposition reaction spectrum method and a geometric model of a main material structure;
and the safety factor acquisition unit is used for safely evaluating the anti-seismic safety of the upper structure of the on-service transmission line tower under the earthquake load working condition according to the combination of the earthquake response and the wind load response.
According to the method, a complex three-dimensional structure model of the power transmission line does not need to be established, a material structure geometric model is established for anti-seismic evaluation based on the existing basic data and the actual measurement data, the complexity of power transmission line modeling is effectively avoided, the process of establishing the model is simplified, the efficiency of anti-seismic evaluation work is improved, and the accuracy and the reliability of the model are ensured due to the use of the actual measurement data.
Drawings
FIG. 1 is a flowchart of evaluation in example 1 of the present invention.
FIG. 2 is a flowchart of evaluation in example 2 of the present invention.
FIG. 3 is a flowchart of evaluation in example 3 of the present invention.
FIG. 4 is a flowchart of evaluation in example 4 of the present invention.
Fig. 5 is a geometric model diagram of a main material structure in example 1 of the present invention.
Fig. 6 is a schematic view illustrating a connection manner of the oblique auxiliary material rod member in embodiment 2 of the present invention.
FIG. 7 is a view showing the arrangement of the measuring points in example 3 of the present invention.
Fig. 8 is a schematic diagram of an imaginary part curve of a transfer function in embodiment 3 of the present invention.
FIG. 9 is a schematic structural diagram of embodiment 5 of the present invention.
Detailed Description
The present invention is not limited by the following examples, and specific embodiments may be determined according to the technical solutions and practical situations of the present invention.
The invention is further described below with reference to the following examples and figures:
example 1: as shown in fig. 1, the method for evaluating seismic resistance of the upper structure of the in-service transmission tower comprises the following steps:
s101, establishing a main material structure geometric model of an in-service transmission line tower, wherein the main material structure of the main material structure geometric model needs to be complete;
s102, adding an auxiliary material rod piece on the main material structure geometric model, and adjusting the rigidity of the main material structure geometric model to be matched with the rigidity actual measurement data of the in-service transmission line tower;
s103, calculating the seismic response of the upper structure of the in-service transmission line tower according to a vibration mode decomposition reaction spectrum method and a geometric model of a main material structure;
and S104, evaluating the anti-seismic safety of the upper structure of the in-service transmission line tower under the earthquake load working condition according to the combination of the earthquake response and the wind load response.
The invention discloses an in-service transmission tower superstructure seismic resistance assessment method, which is characterized in that a complex three-dimensional structure model of a transmission line is not required to be established, a material structure geometric model is established for seismic resistance assessment based on the existing basic data and actual measurement data, the complexity of the three-dimensional structure modeling of the transmission line is effectively avoided, the seismic resistance assessment work efficiency is improved, and the accuracy and the reliability of the model are ensured due to the use of the actual measurement data.
In the step S101 of the above technical scheme, the spatial coordinates of the main material rod are obtained through the existing tower structure drawing, and a geometric model of the main material structure of the in-service transmission line tower is established, wherein the geometric model of the main material structure needs to maintain the integrity of the main material structure, and the key positions such as the bottle mouth or the tower top partition are necessarily refined, so as to achieve the purpose of describing the main structure body type of the upper structure of the tower by using a simple model, and simplify the complexity of model establishment. The master structure geometric model may be as shown in fig. 5.
The geometric model of the main material structure is endowed with the attribute of each section in the main material structure according to the actual angle steel section on the attribute of the section of the rod piece of the main material structure; in terms of the quality of the model, the main material of the tower structure uses equivalent mass, namely the structural quality of the main material and the like to replace the total mass of the upper structure of the tower, and the method is realized by adjusting the linear density of the main material; the wire mass is applied to the wire suspension location as an additional mass point mass.
Example 2: as shown in fig. 2, the method for evaluating seismic resistance of the upper structure of the in-service transmission tower comprises the following steps:
s201, establishing a main material structure geometric model of an in-service transmission line tower, wherein the main material structure of the main material structure geometric model needs to be complete;
s202, setting the adding position of the auxiliary material rod piece;
s203, adding an auxiliary material rod piece on the main material structure geometric model, wherein the initial rigidity of the auxiliary material rod piece is one fifth of that of the main material rod piece;
s204, obtaining modal data of the geometric model of the main material structure in the current state;
s205, comparing the modal data with the actually measured rigidity data of the in-service power transmission line tower, if the geometric model of the main material structure is rigid, reducing the rigidity of the auxiliary material rod piece, and otherwise, increasing the rigidity of the auxiliary material rod piece until the geometric model of the main material structure is matched with the actually measured rigidity data of the in-service power transmission line tower;
s206, calculating the seismic response of the upper structure of the in-service transmission line tower according to a vibration mode decomposition reaction spectrum method and a geometric model of a main material structure;
and S207, evaluating the anti-seismic safety of the upper structure of the in-service transmission line tower under the earthquake load working condition according to the combination of the earthquake response and the wind load response.
The steps S202 to S205 of the technical scheme realize the process of rigidity adjustment of the geometric model of the main material structure according to the actually measured rigidity data of the in-service transmission line tower, and effectively ensure the accuracy and reliability of the geometric model of the main material structure. The auxiliary material rod pieces added in the steps S202 and S203 are not related to the auxiliary material rod pieces in the actual tower, but are virtual additional rod pieces with the function of adjusting the structural rigidity; the auxiliary material rod piece comprises a horizontal auxiliary material rod piece and an oblique auxiliary material rod piece; the horizontal auxiliary material rod piece arranged at the bottom of the tower can be added at a position close to the tower foundation, the vertical distance between the horizontal auxiliary material rod piece on the horizontal auxiliary material rod piece and the tower foundation is about the heel-off size of the tower foundation, the vertical spacing distance of the horizontal auxiliary material rod piece is taken as the length of the horizontal auxiliary material rod piece at the lower part, and the oblique auxiliary material rod pieces are connected in a manner of referring to the manner shown in the attached figure 6.
Example 3: as shown in fig. 3, the method for evaluating seismic resistance of the upper structure of the in-service transmission tower comprises the following steps:
s301, establishing a main material structure geometric model of the in-service transmission line tower, wherein the main material structure of the main material structure geometric model needs to be complete;
s302, adding an auxiliary material rod piece on the main material structure geometric model, and adjusting the rigidity of the main material structure geometric model to be matched with the rigidity actual measurement data of the in-service transmission line tower;
s303, setting a bottom measuring point at the bottom of the in-service transmission line tower, and setting a plurality of top measuring points at the end part of the top cross arm;
s304, acquiring acceleration processes of the bottom measuring point and the top measuring point;
s305, establishing a corresponding transfer function according to the acceleration process, drawing a curve by taking the imaginary part of the transfer function, and determining the vibration modes of the in-service transmission line rod in the horizontal X direction and the horizontal Y direction according to the amplitude of the extreme point in the curve;
s306, determining an earthquake partition of the position of the tower foundation of the in-service transmission line tower, searching for a corresponding standard to obtain a reaction spectrum, and calculating the earthquake response of the upper structure of the in-service transmission line tower according to a vibration mode decomposition reaction spectrum method;
and S307, evaluating the anti-seismic safety of the upper structure of the in-service transmission line tower under the earthquake load working condition according to the combination of the earthquake response and the wind load response.
The steps S303 to S306 of the technical scheme realize the process of calculating the seismic response of the upper structure of the power transmission line tower in service according to the vibration mode decomposition reaction spectrum method and the geometric model of the main material structure.
Determining the vibration mode of the pole of the in-service transmission line in the horizontal Y direction as follows, as shown in the attached figure 7, selecting a bottom measuring point A of the pole and tower of the in-service transmission line, wherein the bottom measuring point is a reference point, and selecting a main material at a 1/3 height position of the tower bottom; and selecting the top measuring points of the transmission line towers in service, wherein the top measuring points are selected at the end parts of the cross arms, and when a plurality of cross arms exist, only one pair (B1, B2, C1 and C2) can be selected. The acceleration time courses of the bottom measuring point and the top measuring point of the tower are synchronously acquired by using the acceleration recorder with two or more measuring points, the measurement can be carried out when certain wind load exists, and the tower structure is in a wind-induced vibration state, so that the reliability of fundamental frequency identification can be improved.
Respectively making transfer functions from the point A to the point B and from the point A to the point C, and drawing a curve by taking the imaginary part of the transfer function, as shown in figure 8; the peak point of the curve represents the natural vibration frequency of the structure, and when the amplitudes of the two transfer functions at a certain extreme point are both positive or negative, the curve represents the vibration mode of the two measuring points of the upper structure vibrating in the same direction, and the curve is the bending vibration mode, such as f1 in the figure. When the amplitudes of the two functions at a certain extreme point are positive, negative, the mode shape of the two measuring points which represent the upper structure vibrating in the opposite directions is a torsional mode shape, such as f2 in the figure.
The vibration mode decomposition reaction spectrum method in the step S306 of the above technical scheme is a method for calculating the seismic action of the system with multiple degrees of freedom, and is a method for solving the equivalent seismic action corresponding to each order of vibration mode by using the acceleration design reaction spectrum and the vibration mode decomposition principle of the system with single degree of freedom, and then combining the seismic action effects of each order of vibration mode according to a certain combination principle, thereby obtaining the seismic action effect of the system with multiple degrees of freedom. The method is a common method, and thus is not described in detail.
Example 4: as shown in fig. 4, the method for evaluating seismic resistance of the upper structure of the in-service transmission tower comprises the following steps:
s401, establishing a main material structure geometric model of an in-service transmission line tower, wherein the main material structure of the main material structure geometric model needs to be complete;
s402, adding an auxiliary material rod piece on the main material structure geometric model, and adjusting the rigidity of the main material structure geometric model to be matched with the actually measured rigidity data of the in-service transmission line tower;
s403, calculating the seismic response of the upper structure of the tower of the in-service transmission line according to a vibration mode decomposition reaction spectrum method and a geometric model of a main material structure;
s404, obtaining wind load response of the in-service transmission line tower, establishing a seismic load combination, and obtaining internal force of the main material rod piece under the seismic load combination, wherein the seismic load combination comprises seismic response and wind load response;
s405, internal force checking is carried out on the section bearing capacity of the main material of the important node of the in-service transmission line tower, and the safety coefficient of the upper structure of the in-service transmission line tower under the earthquake load working condition is obtained.
In step S404 of the above technical solution, the seismic load combination mode takes into account self-weight and wind load, and the seismic load combination includes seismic response and wind load response, and the internal force of the main rod under the seismic load combination is obtained according to the seismic response and the wind load response. In step S405, an internal force is checked for the bearing capacity of the main material section of the important node of the in-service transmission line tower, wherein the important node includes a tower bottom, a bottle mouth, a partition, a cross arm root and the like.
Example 5: as shown in fig. 9, the earthquake-resistant evaluation device for the upper structure of the in-service transmission line tower comprises:
the model building unit is used for building a main material structure geometric model of the in-service transmission line tower, wherein the main material structure of the main material structure geometric model needs to be complete;
the model rigidity adjusting unit is used for adding an auxiliary material rod piece on the main material structure geometric model and adjusting the rigidity of the main material structure geometric model to be matched with the actually measured rigidity data of the in-service transmission line tower;
the earthquake response determining unit is used for calculating the earthquake response of the upper structure of the in-service transmission line tower according to a vibration mode decomposition reaction spectrum method and a geometric model of a main material structure;
and the safety coefficient acquisition unit is used for safely evaluating the anti-seismic safety of the upper structure of the in-service transmission line tower under the earthquake load working condition according to the combination of the earthquake response and the wind load response.
The above technical features constitute the best embodiment of the present invention, which has strong adaptability and best implementation effect, and unnecessary technical features can be increased or decreased according to actual needs to meet the requirements of different situations.
Claims (4)
1. An in-service transmission tower superstructure seismic resistance assessment method is characterized by comprising the following steps:
establishing a main material structure geometric model of an in-service transmission line tower, wherein the main material structure of the main material structure geometric model needs to be complete;
adding an auxiliary material rod piece on the main material structure geometric model, and adjusting the rigidity of the main material structure geometric model to be matched with the rigidity actual measurement data of the in-service transmission line tower;
calculating the seismic response of the upper structure of the in-service transmission line tower according to a vibration mode decomposition reaction spectrum method and a geometric model of a main material structure;
according to the combination of earthquake response and wind load response, the earthquake-resistant safety of the upper structure of the in-service transmission line tower under the earthquake load working condition is evaluated, an auxiliary material rod piece is added on the main material structure geometric model, the rigidity of the main material structure geometric model is adjusted to be matched with the actually measured rigidity data of the in-service transmission line tower, and the method comprises the following steps:
setting the adding position of the auxiliary material rod piece;
adding an auxiliary material rod piece on the main material structure geometric model, wherein the initial rigidity of the auxiliary material rod piece is one fifth of that of the main material rod piece;
obtaining modal data of a geometric model of a main material structure in the current state;
comparing the modal data with the actually measured rigidity data of the in-service power transmission line tower, if the geometric model of the main material structure is rigid, reducing the rigidity of the auxiliary material rod piece, otherwise, increasing the rigidity of the auxiliary material rod piece until the geometric model of the main material structure is matched with the actually measured rigidity data of the in-service power transmission line tower.
2. The in-service transmission tower superstructure seismic resistance assessment method according to claim 1, wherein the calculating of the seismic response of the in-service transmission tower superstructure according to a mode shape decomposition reaction spectroscopy and a principal material structure geometric model comprises:
a bottom measuring point is arranged at the bottom of an in-service transmission line tower, and a plurality of top measuring points are arranged at the end part of a top cross arm;
obtaining acceleration processes of the bottom measuring point and the top measuring point;
establishing a corresponding transfer function according to the acceleration process, drawing a curve by taking the imaginary part of the transfer function, and determining the vibration modes of the in-service transmission line rod in the horizontal X direction and the horizontal Y direction according to the amplitude of the extreme point in the curve;
and determining the seismic partition of the position of the tower foundation of the in-service transmission line tower, searching the corresponding standard to obtain a reaction spectrum, and calculating the seismic response of the upper structure of the in-service transmission line tower according to a vibration mode decomposition reaction spectrum method.
3. The in-service transmission tower superstructure seismic safety assessment method according to claim 1 or 2, wherein the assessment of the seismic safety of the in-service transmission tower superstructure under seismic load conditions according to the combination of seismic response and wind load response comprises:
acquiring wind load response of the in-service transmission line tower, and establishing a seismic load combination to obtain the internal force of the main material rod piece under the seismic load combination, wherein the seismic load combination comprises the combination of the seismic response and the wind load response;
and carrying out internal force checking on the section bearing capacity of the main material of the important node of the in-service transmission line tower to obtain the safety coefficient of the upper structure of the in-service transmission line tower under the earthquake load working condition.
4. The utility model provides an on-service transmission line shaft tower superstructure antidetonation evaluation device which characterized in that includes:
the model building unit is used for building a main material structure geometric model of the in-service transmission line tower, wherein the main material structure of the main material structure geometric model needs to be complete;
the model rigidity adjusting unit is used for adding an auxiliary material rod piece on the main material structure geometric model and adjusting the rigidity of the main material structure geometric model to be matched with the actually measured rigidity data of the in-service transmission line tower;
the earthquake response determining unit is used for calculating the earthquake response of the upper structure of the in-service transmission line tower according to a vibration mode decomposition reaction spectrum method and a geometric model of a main material structure;
the factor of safety obtains the unit, according to the combination of seismic response and wind load response, assesss the antidetonation security of this transmission line shaft tower superstructure on active service under the seismic load operating mode, add the subsidiary material member on main material structure geometric model, adjust main material structure geometric model's rigidity, make it and this transmission line shaft tower on active service's rigidity actual measurement data phase-match, include:
setting the adding position of the auxiliary material rod piece;
adding an auxiliary material rod piece on the main material structure geometric model, wherein the initial rigidity of the auxiliary material rod piece is one fifth of that of the main material rod piece;
obtaining modal data of a geometric model of a main material structure in the current state;
comparing the modal data with the actually measured rigidity data of the in-service power transmission line tower, if the geometric model of the main material structure is rigid, reducing the rigidity of the auxiliary material rod piece, otherwise, increasing the rigidity of the auxiliary material rod piece until the geometric model of the main material structure is matched with the actually measured rigidity data of the in-service power transmission line tower.
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