CN101701882A - Fast identification method and test system of tower structure stiffness - Google Patents

Abstract

The invention relates to a fast identification method and test system of tower structure stiffness. The identification method is characterized in that firstly a sensor for collecting data is arranged on a structure to be tested; then the arranged sensor is used to collect the vibration response of structured environment to be tested, then Fourier transform, namely FFT analysis is performed to obtain the natural vibration fundamental frequency omega 1, 0 of the structure; and finally inputting the actual natural vibration fundamental frequency omega 1, 0 and the material property parameters (gravimetric density gamma, poisson ratio mu, geometric dimensioning, tower top added mass M) of the tested structure and tower body constraint condition in the preprogrammed computer program of a computer so that the computer automatically performs transform and calculates the bending rigidity EI (z) and shearing rigidity G of the tower structure to provide the calculating reference for the operation safety monitoring of the tested structure. The identification method and test system of the invention can identify the dynamic values of the bending rigidity and shearing rigidity of any section by only testing the natural vibration fundamental frequency of the tower structure, thus having advantages of simpleness, fastness and easy realization.

Description

The method for quickly identifying of tower structure rigidity and detection system

Technical field

The present invention relates to a kind of identification and detection technique of tower structure rigidity, the especially a kind of technology that can carry out the identification of tower structure rigidity at the scene fast, specifically a kind of method for quickly identifying of tower structure rigidity and detection system.

Background technology

As everyone knows, tower structure mainly contains by the material branch: head tower, reinforced concrete tower, prestressed concrete tower, wood pagoda and masonry tower.Come branch to have from version: 1) only tower, be one as the Eiffel Tower that builds up in March, 1889 and have infinite glamour up to 300 meters, the most brilliant only tower building, it has started the beginning of modern tower structure with superb advanced technology; 2) the affined tower in top, as the constraint to electric top of tower of the power transmission line on high tension electric tower top, the tension force after line of electric force is built on stilts all wants electric tower to bear; 3) multiple constraint tower, as the king-tower of suspension bridge not only the top be subjected to main push-towing rope along bridge to constraint, and the position that is connected with girder also is subjected to the constraint of girder.

The modern large-scale tower structure construction of China is started late, and large-scale head tower the earliest is 200m Guangzhou television tower (nineteen sixty-five) and 210m Shanghai television tower (1973).After the eighties, more than 200～400 meter reinforced concrete television tower has been built up in Xi'an, Beijing, Tianjin, Nanjing in succession, and wherein Oriental Pearl TV Tower, Shanghai (1994) are up to 468 meters.The develop rapidly of China's communication has in recent years then brought the upsurge of bridge construction.In the construction of grand bridge, suspension bridge is good with its stress performance, span ability is big, light-duty attractive in appearance, shock resistance good, and become the first-selected bridge type of traffic obstacles such as crossing over great rivers, bay, straits, wherein Taizhou bridge then is the suspension bridge of the continuously two super kms of main span of the first in the world seat, and wherein tower is high 194 meters head tower, and the limit tower is high 178 meters concrete towers.

Under corroding or the like environmental baseline, weathering, freezing, objectionable impurities be subjected to the influence of reciprocal wind load again, tower structure is stressed to be changed between maximum pressure and pulling force, the damage of the minute crack meeting accelerating structure that these power cause also causes tower bendind rigidity to descend, thereby shortens the serviceable life of tower structure.Existing structure bendind rigidity recognition methods basic ideas are structurally to arrange earlier a plurality of sensors, analyze kinematic behavior parameters such as structural natural frequencies, damping ratio, the vibration shape, set up the finite element model of structure simultaneously, then, on the basis of the actual bridge kinematic behavior parameter of initial finite element model of being set up and identification, adopt the method for model correction, obtain the finite element model of this structural modifications, think that at last structural parameters in the revised finite element model have represented (comprising stiffness parameters) the actual physical characteristic of structure.This method need be arranged a plurality of sensors, testing complex, and will be repeatedly according to the data correction model of test, monitoring is also impracticable at the scene.

Summary of the invention

The objective of the invention is at having built up only tower and multiple constraint tower structure rigidity field quick detection means scarcity at present, invent a kind of detect effective, usable range extensively, implement the method for quickly identifying and the detection system of tower structure rigidity easily.

One of technical scheme of the present invention is:

A kind of method for quickly identifying of tower structure rigidity is characterized in that it may further comprise the steps:

The first step: the sensor that an image data is set on detected structure;

Second step: the tested structural environment vibratory response of sensor acquisition that utilize to be provided with, and to carry out Fourier transform be fft analysis, obtains the self-vibration fundamental frequency omega of structure _1,0

The 3rd step: tower structure is surveyed the self-vibration fundamental frequency omega _1,0, by the material property parameter of geodesic structure (gravimetric density γ, Poisson ratio μ, physical dimension, cat head additional mass M and the following formula of body of the tower constraint condition input, automatically carry out conversion and calculate the bendind rigidity EI (z) and the G of tower structure by computing machine, calculate required foundation for being provided by the monitoring of geodesic structure operation security:

For only tower structure:

$\frac{1}{{{\mathrm{\ω}}_{\mathrm{1,0}}}^2}=\frac{1}{{\mathrm{\ω}}_{11}^2}+\frac{1}{{\mathrm{\ω}}_{12}^2}+\frac{1}{{\mathrm{\ω}}_{13}^2}+\frac{1}{{\mathrm{\ω}}_{14}^2}$

Wherein: ${\mathrm{\ω}}_{11}^2=\frac{36E{\∫}_0^{l}I\left(z\right){(l-z)}^2\mathrm{dz}}{\frac{r}{g}{\∫}_0^{l}A\left(z\right)(3z^{2}l-z^3)\mathrm{dz}},$ ${\mathrm{\ω}}_{12}^2=\frac{36E{\∫}_0^{l}I\left(z\right){(l-z)}^2\mathrm{dz}}{4{\mathrm{Ml}}^6}$

${\mathrm{\ω}}_{13}^2=\frac{k^{/}G{\∫}_0^{l}A\left(z\right){(\frac{{\mathrm{\π}}^4}{{4l}^2}-\frac{{\mathrm{\π}}^4{z}^2}{{8l}^4}+\frac{{\mathrm{\π}}^6{z}^4}{{64l}^6})}^2\mathrm{dz}}{\frac{r}{g}{\∫}_0^{l}A\left(z\right)(\frac{\mathrm{\πz}}{2l}-\frac{{\mathrm{\π}}^3{z}^3}{{24l}^3})\mathrm{dz}},$ ${\mathrm{\ω}}_{14}^2=\frac{k^{/}G{\∫}_0^{l}A\left(z\right){(\frac{{\mathrm{\π}}^4}{{4l}^2}-\frac{{\mathrm{\π}}^4{z}^2}{{8l}^4}+\frac{{\mathrm{\π}}^6{z}^4}{{64l}^6})}^2\mathrm{dz}}{4M}$

Be subjected to the tower structure of cable constraint for the top:

$\frac{1}{{{\mathrm{\ω}}_{\mathrm{1,0}}}^2}=\frac{1}{{\mathrm{\ω}}_{11}^2}+\frac{1}{{\mathrm{\ω}}_{12}^2}+\frac{1}{{\mathrm{\ω}}_{13}^2}+\frac{1}{{\mathrm{\ω}}_{14}^2}+\frac{1}{{\mathrm{\ω}}_{15}^2}$

${\mathrm{\ω}}_{11}^2=\frac{k_1}{\frac{r}{g}{\∫}_0^{l}A\left(z\right){\left(\frac{z}{l}\right)}^2\mathrm{dz}}$ ${\mathrm{\ω}}_{12}^2=\frac{{4\mathrm{\π}}^{2}E{\∫}_0^{l}I\left(z\right){(-\sin \frac{\mathrm{\π}}{l}z+2\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}{\frac{{\mathrm{rl}}^4}{g}{\∫}_0^{l}A\left(z\right){(2\sin \frac{\mathrm{\π}}{l}z-\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}$

${\mathrm{\ω}}_{13}^2=\frac{k^{/}G{\∫}_0^l{(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}{\frac{r}{g}{\∫}_0^l{(\cos \frac{\mathrm{\π}}{l}z-\cos \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}$

${\mathrm{\ω}}_{14}^2=\frac{k_1}{M}$

${\mathrm{\ω}}_{15}^2=\frac{k^{/}G{\∫}_0^{l}A\left(z\right){(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}{4M}$

For cat head and all affined tower structure of body of the tower, suppose z at the bottom of body of the tower is apart from tower ₁The elastic restraint rigidity that the place is subjected to is k ₂:

$\frac{1}{{{\mathrm{\ω}}_{\mathrm{1,0}}}^2}=\frac{1}{{\mathrm{\ω}}_{11}^2}+\frac{1}{{\mathrm{\ω}}_{12}^2}+\frac{1}{{\mathrm{\ω}}_{13}^2}+\frac{1}{{\mathrm{\ω}}_{14}^2}+\frac{1}{{\mathrm{\ω}}_{15}^2}$

${\mathrm{\ω}}_{11}^2=\frac{k_1{C}_1^2}{\frac{r}{g}{\∫}_0^{l}A\left(z\right){\left(\frac{z}{l}\right)}^2\mathrm{dz}}+\frac{k_2{C}_2^2}{\frac{r}{g}{\∫}_0^{l}A\left(z\right){\left(\frac{z}{z_1}\right)}^2\mathrm{dz}}$

${\mathrm{\ω}}_{12}^2=\frac{{4\mathrm{\π}}^{4}E{\∫}_0^{l}I\left(z\right){(\sin \frac{\mathrm{\π}}{l}z-2\sin \frac{2\mathrm{\π}}{l})}^2\mathrm{dz}}{\frac{{\mathrm{rl}}^4}{g}{\∫}_0^{l}A\left(z\right){(2\sin \frac{\mathrm{\π}}{l}z-\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}$

${\mathrm{\ω}}_{13}^2=\frac{k^{/}G{\∫}_0^l{(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}{\frac{r}{g}{\∫}_0^l{(\cos \frac{\mathrm{\π}}{l}z-\cos \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}$

${\mathrm{\ω}}_{14}^2=\frac{k_1}{M}$

${\mathrm{\ω}}_{15}^2=\frac{k^{/}G{\∫}_0^{l}A\left(z\right){(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}{4M}$

E is by the elastic modulus of geodesic structure in the formula, and G is by the shearing rigidity of geodesic structure,

μ is the Poisson ratio of material, be the Poisson ratio of steel for steel structure tower μ, μ is concrete Poisson ratio for the reinforced concrete tower, r is by the weight density of geodesic structure, and g is an acceleration of gravity, and 1/k ' is the shear stress distribution coefficient, for square-section k '=5/6, for round section k '=9/10, A (z) is the body of the tower area of section apart from z place at the bottom of the tower, and l is a tower height.

Two of technical scheme of the present invention is:

A kind of quick identification detection system of tower structure rigidity, it is characterized in that it is made of test cell 1 and host analysis unit 2, the signal output part of test cell 1 is connected with the signal input part of host analysis unit 2, and the signal that the 2 pairs of test cells 1 in host analysis unit measure is handled; Test cell 1 comprises sensor 2, anti-aliasing filtering amplifier 3 and A/D converter 4, the signal output part of sensor 2 links to each other with the signal input part of anti alias filter 3, the signal that sensor 2 is collected carries out amplification filtering, the signal output part of anti-aliasing filtering amplifier 3 links to each other with the signal input part of A/D converter 4, analog signal conversion is become digital signal, the signal output part of A/D converter 4 links to each other with notebook computer by USB interface 5, will be through the digital data transmission after A/D converter 4 conversions in host analysis unit 2; Host analysis unit 2 comprises data reception module 6, fft analysis module 7, bending stiffness identification module 8, moment of inertia load module 9, shearing rigidity computing module 10 and demonstration memory module 11, host analysis unit 2 receives the data of notebook computer by USB interface data reception module 6, the data that receive are sent into fft analysis module 7 and are carried out fft analysis, structural vibrations fundamental frequency before and after obtaining loading, bending stiffness identification module 8 is sent into the constraint rigidity that calculates ground in the shearing rigidity computing module 10 according to the fundamental frequency of fft analysis module 7 analytical calculation gained and the parameter of moment of inertia load module 9 inputs, obtains the result by showing with memory module 11 demonstrations and preserving data.

Beneficial effect of the present invention:

1, the present invention set up first a kind of self-vibration fundamental frequency that only need record tower structure can identify its arbitrary cross section bendind rigidity and shear stiffness the kinetic measurement assessment technology, and developed be applicable to the collection in worksite data and identification foundation restriction ability test macro, with advanced person's data acquisition and signal processing method, in conjunction with the flexible modular virtual technology together safety monitoring that is tower structure the practical means of providing convenience;

2, the present invention has higher operational precision, and wherein frequency analysis precision can reach 1%, and bending stiffness and shearing rigidity accuracy of identification can reach 3%;

3, dependable performance of the present invention is easy to use, and has very high precision, is applicable to the tower structure of multiple constraint condition, unlike material.

Description of drawings

Fig. 1 is the composition frame chart of detection system of the present invention.

Embodiment

The present invention is further illustrated below in conjunction with drawings and Examples.

Embodiment one.

A kind of method for quickly identifying of tower structure rigidity, it may further comprise the steps:

The first step: the sensor that an image data is set on detected structure;

Second step: the tested structural environment vibratory response of sensor acquisition that utilize to be provided with, and to carry out Fourier transform be fft analysis, obtains the self-vibration fundamental frequency omega of structure _1,0, can adopt the in addition analytical calculation of existing routine techniques;

The 3rd step: tower structure is surveyed the self-vibration fundamental frequency omega _1,0, by the material property parameter of geodesic structure (gravimetric density γ, Poisson ratio μ, physical dimension, cat head additional mass M and the following formula of body of the tower constraint condition input, automatically carry out conversion and calculate the bendind rigidity EI (z) and the G of tower structure by computing machine, and on computer display, show, calculate required foundation for being provided by the monitoring of geodesic structure operation security;

For different tower structures different analysis calculation methods is arranged:

For only tower structure:

$\frac{1}{{{\mathrm{\ω}}_{\mathrm{1,0}}}^2}=\frac{1}{{\mathrm{\ω}}_{11}^2}+\frac{1}{{\mathrm{\ω}}_{12}^2}+\frac{1}{{\mathrm{\ω}}_{13}^2}+\frac{1}{{\mathrm{\ω}}_{14}^2}$

Wherein: ${\mathrm{\ω}}_{11}^2=\frac{36E{\∫}_0^{l}I\left(z\right){(l-z)}^2\mathrm{dz}}{\frac{r}{g}{\∫}_0^{l}A\left(z\right)(3z^{2}l-z^3)\mathrm{dz}},$ ${\mathrm{\ω}}_{12}^2=\frac{36E{\∫}_0^{l}I\left(z\right){(l-z)}^2\mathrm{dz}}{4{\mathrm{Ml}}^6}$

${\mathrm{\ω}}_{13}^2=\frac{k^{/}G{\∫}_0^{l}A\left(z\right){(\frac{{\mathrm{\π}}^4}{{4l}^2}-\frac{{\mathrm{\π}}^4{z}^2}{{8l}^4}+\frac{{\mathrm{\π}}^6{z}^4}{{64l}^6})}^2\mathrm{dz}}{\frac{r}{g}{\∫}_0^{l}A\left(z\right)(\frac{\mathrm{\πz}}{2l}-\frac{{\mathrm{\π}}^3{z}^3}{{24l}^3})\mathrm{dz}},$ ${\mathrm{\ω}}_{14}^2=\frac{k^{/}G{\∫}_0^{l}A\left(z\right){(\frac{{\mathrm{\π}}^4}{{4l}^2}-\frac{{\mathrm{\π}}^4{z}^2}{{8l}^4}+\frac{{\mathrm{\π}}^6{z}^4}{{64l}^6})}^2\mathrm{dz}}{4M}$

Be subjected to the tower structure of cable constraint for the top:

$\frac{1}{{{\mathrm{\ω}}_{\mathrm{1,0}}}^2}=\frac{1}{{\mathrm{\ω}}_{11}^2}+\frac{1}{{\mathrm{\ω}}_{12}^2}+\frac{1}{{\mathrm{\ω}}_{13}^2}+\frac{1}{{\mathrm{\ω}}_{14}^2}+\frac{1}{{\mathrm{\ω}}_{15}^2}$

${\mathrm{\ω}}_{11}^2=\frac{k_1}{\frac{r}{g}{\∫}_0^{l}A\left(z\right){\left(\frac{z}{l}\right)}^2\mathrm{dz}}$ ${\mathrm{\ω}}_{12}^2=\frac{{4\mathrm{\π}}^{2}E{\∫}_0^{l}I\left(z\right){(-\sin \frac{\mathrm{\π}}{l}z+2\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}{\frac{{\mathrm{rl}}^4}{g}{\∫}_0^{l}A\left(z\right){(2\sin \frac{\mathrm{\π}}{l}z-\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}$

${\mathrm{\ω}}_{13}^2=\frac{k^{/}G{\∫}_0^l{(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}{\frac{r}{g}{\∫}_0^l{(\cos \frac{\mathrm{\π}}{l}z-\cos \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}$

${\mathrm{\ω}}_{14}^2=\frac{k_1}{M}$

${\mathrm{\ω}}_{15}^2=\frac{k^{/}G{\∫}_0^{l}A\left(z\right){(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}{4M}$

For cat head and all affined tower structure of body of the tower, suppose z at the bottom of body of the tower is apart from tower ₁The elastic restraint rigidity that the place is subjected to is k ₂:

$\frac{1}{{{\mathrm{\ω}}_{\mathrm{1,0}}}^2}=\frac{1}{{\mathrm{\ω}}_{11}^2}+\frac{1}{{\mathrm{\ω}}_{12}^2}+\frac{1}{{\mathrm{\ω}}_{13}^2}+\frac{1}{{\mathrm{\ω}}_{14}^2}+\frac{1}{{\mathrm{\ω}}_{15}^2}$

${\mathrm{\ω}}_{11}^2=\frac{k_1{C}_1^2}{\frac{r}{g}{\∫}_0^{l}A\left(z\right){\left(\frac{z}{l}\right)}^2\mathrm{dz}}+\frac{k_2{C}_2^2}{\frac{r}{g}{\∫}_0^{l}A\left(z\right){\left(\frac{z}{z_1}\right)}^2\mathrm{dz}}$

${\mathrm{\ω}}_{12}^2=\frac{{4\mathrm{\π}}^{4}E{\∫}_0^{l}I\left(z\right){(\sin \frac{\mathrm{\π}}{l}z-2\sin \frac{2\mathrm{\π}}{l})}^2\mathrm{dz}}{\frac{{\mathrm{rl}}^4}{g}{\∫}_0^{l}A\left(z\right){(2\sin \frac{\mathrm{\π}}{l}z-\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}$

${\mathrm{\ω}}_{13}^2=\frac{k^{/}G{\∫}_0^l{(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}{\frac{r}{g}{\∫}_0^l{(\cos \frac{\mathrm{\π}}{l}z-\cos \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}$

${\mathrm{\ω}}_{14}^2=\frac{k_1}{M}$

${\mathrm{\ω}}_{15}^2=\frac{k^{/}G{\∫}_0^{l}A\left(z\right){(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}{4M}$

E is by the elastic modulus of geodesic structure in the formula, and G is by the shearing rigidity of geodesic structure,

μ is the Poisson ratio of material, be the Poisson ratio of steel for steel structure tower μ, μ is concrete Poisson ratio for the reinforced concrete tower, r is by the weight density of geodesic structure, and g is an acceleration of gravity, and 1/k ' is the shear stress distribution coefficient, for square-section k '=5/6, for round section k '=9/10, A (z) is the body of the tower area of section apart from z place at the bottom of the tower, and l is a tower height.

Known various parameters and the fundamental frequency value through fourier transform that records are imported according to drawing by the elastic modulus E of geodesic structure and shearing rigidity G in the software for calculation in the above-mentioned formula preliminary election establishment, the moment of inertia I in each cross section (z) can get by the geometric size calculation on the tower structure design drawing, also can survey geometric size calculation at the scene, and then just can obtain the bending stiffness EI (z) in arbitrary cross section.Whether bridge administrative authority can compare with initial design values according to the rigidity value that identifies, and it is a lot of whether to descend, and within setting range, judge to make security.Therefore the invention solves fast, on-the-spot judge according to problem, have very practical meaning.

Embodiment two.

As shown in Figure 1.

A kind of quick identification detection system of tower structure rigidity, it is made of test cell 1 and host analysis unit 2, as Fig. 1, the signal output part of test cell 1 is connected with the signal input part of host analysis unit 2, and the signal that the 2 pairs of test cells 1 in host analysis unit measure is handled; Test cell 1 comprises that sensor 2 (can be acceleration transducer or speed pickup or displacement transducer, only require first order frequency that to measure tower structure, usually large scale structure 1 order frequency is very low, so require sensor low order frequency characteristic good, can adopt ultralow frequency ICP sensor), anti-aliasing filtering amplifier (can adopt anti-aliasing filtering amplifying circuit commonly used in integrated circuit or the textbook to be realized) 3 and A/D converter 4 (also can adopt anti-aliasing filtering amplifying circuit commonly used in integrated circuit or the textbook to be realized), the signal output part of sensor 2 links to each other with the signal input part of anti alias filter 3, the signal that sensor 2 is collected carries out amplification filtering, the signal output part of anti-aliasing filtering amplifier 3 links to each other with the signal input part of A/D converter 4, analog signal conversion is become digital signal, the signal output part of A/D converter 4 links to each other with notebook computer by USB interface 5, will be through the digital data transmission after A/D converter 4 conversions in host analysis unit 2; Host analysis unit 2 comprises data reception module 6 (can adopt usb circuit), fft analysis module 7 (can constitute) by integrated package and software, bending stiffness identification module 8 (also can constitute) by integrated package and software, moment of inertia load module 9, shearing rigidity computing module 10 (equally also can constitute) and demonstration memory module 11 by integrated package and software, host analysis unit 2 receives the data of notebook computer by USB interface data reception module 6, the data that receive are sent into fft analysis module 7 and are carried out fft analysis, structural vibrations fundamental frequency before and after obtaining loading, bending stiffness identification module 8 is sent into the constraint rigidity that calculates ground in the shearing rigidity computing module 10 according to the fundamental frequency of fft analysis module 7 analytical calculation gained and the parameter of moment of inertia load module 9 inputs, obtains the result by showing with memory module 11 demonstrations and preserving data.

The part that the present invention does not relate to prior art that maybe can adopt all same as the prior art is realized.

Claims (2)

1. the method for quickly identifying of a tower structure rigidity is characterized in that it may further comprise the steps:

The first step: the sensor that an image data is set on detected structure;

Second step: the tested structural environment vibratory response of sensor acquisition that utilize to be provided with, and to carry out Fourier transform be fft analysis, obtains the self-vibration fundamental frequency omega of structure _1,0

The 3rd step: tower structure is surveyed the self-vibration fundamental frequency omega _1,0, by the material property parameter of geodesic structure (gravimetric density γ, Poisson ratio μ, physical dimension, cat head additional mass M and the following formula of body of the tower constraint condition input, automatically carry out conversion and calculate the bendind rigidity EI (z) of tower structure by computing machine, calculate required foundation for being provided by the monitoring of geodesic structure operation security:

For only tower structure:

$\frac{1}{{{\mathrm{\ω}}_{\mathrm{1,0}}}^2}=\frac{1}{{\mathrm{\ω}}_{11}^2}+\frac{1}{{\mathrm{\ω}}_{12}^2}+\frac{1}{{\mathrm{\ω}}_{13}^2}+\frac{1}{{\mathrm{\ω}}_{14}^2}$

Wherein: ${\mathrm{\ω}}_{11}^2=\frac{36E{\∫}_0^{l}I\left(z\right){(l-z)}^2\mathrm{dz}}{\frac{r}{g}{\∫}_0^{l}A\left(z\right)(3z^{2}l-z^3)\mathrm{dz}},$ ${\mathrm{\ω}}_{12}^2=\frac{36E{\∫}_0^{l}I\left(z\right){(l-z)}^2\mathrm{dz}}{4{\mathrm{Ml}}^6}$

${\mathrm{\ω}}_{13}^2=\frac{k^{\′}G{\∫}_0^{l}A\left(z\right){(\frac{{\mathrm{\π}}^4}{4l^2}-\frac{{\mathrm{\π}}^4{z}^2}{8l^4}+\frac{{\mathrm{\π}}^6{z}^4}{64l^6})}^2\mathrm{dz}}{\frac{r}{g}{\∫}_0^{l}A\left(z\right)(\frac{\mathrm{\πz}}{2l}-\frac{{\mathrm{\π}}^3{z}^3}{24l^3})\mathrm{dz}},$ ${\mathrm{\ω}}_{14}^2=\frac{k^{\′}G{\∫}_0^{l}A\left(z\right){(\frac{{\mathrm{\π}}^4}{4l^2}-\frac{{\mathrm{\π}}^4{z}^2}{8l^4}+\frac{{\mathrm{\π}}^6{z}^4}{64l^6})}^2\mathrm{dz}}{4M}$

Be subjected to the tower structure that cable retrains for the top, suppose that cable constraint rigidity is k ₁:

$\frac{1}{{{\mathrm{\ω}}_{\mathrm{1,0}}}^2}=\frac{1}{{\mathrm{\ω}}_{11}^2}+\frac{1}{{\mathrm{\ω}}_{12}^2}+\frac{1}{{\mathrm{\ω}}_{13}^2}+\frac{1}{{\mathrm{\ω}}_{14}^2}+\frac{1}{{\mathrm{\ω}}_{15}^2}$

${\mathrm{\ω}}_{11}^2=\frac{k_1}{\frac{r}{g}{\∫}_0^{l}A\left(z\right){\left(\frac{z}{l}\right)}^2\mathrm{dz}}$ ${\mathrm{\ω}}_{12}^2=\frac{4{\mathrm{\π}}^{2}E{\∫}_0^{l}I\left(z\right){(-\sin \frac{\mathrm{\π}}{l}z+2\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}{\frac{{\mathrm{rl}}^4}{g}{\∫}_0^{l}A\left(z\right){(2\sin \frac{\mathrm{\π}}{l}z-\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}$

${\mathrm{\ω}}_{13}^2=\frac{k^{\′}G{\∫}_0^l{(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}{\frac{r}{g}{\∫}_0^l{(\cos \frac{\text{\π}}{l}z-\cos \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}$

${\mathrm{\ω}}_{14}^2=\frac{k_1}{M}$

${\mathrm{\ω}}_{15}^2=\frac{k^{\′}G{\∫}_0^{l}A\left(z\right){(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}{4M}$

For cat head and all affined tower structure of body of the tower, suppose z at the bottom of body of the tower is apart from tower ₁The elastic restraint rigidity that the place is subjected to is k ₂:

$\frac{1}{{{\mathrm{\ω}}_{\mathrm{1,0}}}^2}=\frac{1}{{\mathrm{\ω}}_{11}^2}+\frac{1}{{\mathrm{\ω}}_{12}^2}+\frac{1}{{\mathrm{\ω}}_{13}^2}+\frac{1}{{\mathrm{\ω}}_{14}^2}+\frac{1}{{\mathrm{\ω}}_{15}^2}$

${\mathrm{\ω}}_{11}^2=\frac{k_1{C}_1^2}{\frac{r}{g}{\∫}_0^{l}A\left(z\right){\left(\frac{z}{l}\right)}^2\mathrm{dz}}+\frac{k_2{C}_2^2}{\frac{r}{g}{\∫}_0^{l}A\left(z\right){\left(\frac{z}{z_1}\right)}^2\mathrm{dz}}$

${\mathrm{\ω}}_{12}^2=\frac{4{\mathrm{\π}}^{4}E{\∫}_0^{l}I\left(z\right){(\sin \frac{\mathrm{\π}}{l}z-2\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}{\frac{{\mathrm{rl}}^4}{g}{\∫}_0^{l}A\left(z\right){(2\sin \frac{\mathrm{\π}}{l}z-\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}$

${\mathrm{\ω}}_{13}^2=\frac{k^{\′}G{\∫}_0^l{(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}{\frac{r}{g}{\∫}_0^l{(\cos \frac{\text{\π}}{l}z-\cos \frac{2\mathrm{\π}}{l}z)}^{2}A\left(z\right)\mathrm{dz}}$

${\mathrm{\ω}}_{14}^2=\frac{k_1}{M}$

${\mathrm{\ω}}_{15}^2=\frac{k^{\′}G{\∫}_0^{l}A\left(z\right){(-\frac{\mathrm{\π}}{l}\sin \frac{\mathrm{\π}}{l}z+\frac{2\mathrm{\π}}{l}\sin \frac{2\mathrm{\π}}{l}z)}^2\mathrm{dz}}{4M}$

E is by the elastic modulus of geodesic structure in the formula, and the moment of inertia I (z) that it be multiply by arbitrary height cross section is bendind rigidity, and G is by the shearing rigidity of geodesic structure, μ is the Poisson ratio of material, be the Poisson ratio of steel for steel structure tower μ, μ is concrete Poisson ratio for the reinforced concrete tower, r is by the weight density of geodesic structure, and g is an acceleration of gravity, and 1/k ' is the shear stress distribution coefficient, for square-section k '=5/6, for round section k '=9/10, A (z) is the body of the tower area of section apart from z place at the bottom of the tower, and l is a tower height.

2. the quick identification detection system of a tower structure rigidity, it is characterized in that it is made of test cell (1) and host analysis unit (2), the signal output part of test cell (1) is connected with the signal input part of host analysis unit (2), and handle the signal that test cell (1) measures host analysis unit (2); Test cell (1) comprises sensor (2), anti-aliasing filtering amplifier (3) and A/D converter (4), the signal output part of sensor (2) links to each other with the signal input part of anti alias filter (3), the signal that sensor (2) is collected carries out amplification filtering, the signal output part of anti-aliasing filtering amplifier (3) links to each other with the signal input part of A/D converter (4), analog signal conversion is become digital signal, the signal output part of A/D converter (4) links to each other with notebook computer by USB interface (5), will be through the digital data transmission after A/D converter (4) conversion in host analysis unit (2); Host analysis unit (2) comprises data reception module (6), fft analysis module (7), bending stiffness identification module (8), moment of inertia load module (9), shearing rigidity computing module (10) and demonstration memory module (11), host analysis unit (2) receives the data of notebook computer by USB interface data reception module (6), the data that receive are sent into fft analysis module (7) and are carried out fft analysis, structural vibrations fundamental frequency before and after obtaining loading, bending stiffness identification module (8) is sent into the constraint rigidity that calculates ground in the shearing rigidity computing module (10) according to the fundamental frequency of fft analysis module (7) analytical calculation gained and the parameter of moment of inertia load module (9) input, obtains the result by showing with memory module (11) demonstration and preserving data.