CN108280294B - A kind of cable arch structure damage combined recognising method based on modal parameter - Google Patents

A kind of cable arch structure damage combined recognising method based on modal parameter Download PDF

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CN108280294B
CN108280294B CN201810063707.5A CN201810063707A CN108280294B CN 108280294 B CN108280294 B CN 108280294B CN 201810063707 A CN201810063707 A CN 201810063707A CN 108280294 B CN108280294 B CN 108280294B
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damage
frequency
arch structure
modal
injury
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CN201810063707.5A
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CN108280294A (en
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曾滨
许庆
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中冶建筑研究总院有限公司
中国京冶工程技术有限公司
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Abstract

A kind of cable arch structure damage combined recognising method based on modal parameter, this method acquires the acceleration signal being arranged on cable arch structure first, and before being damaged respectively, the Modal Flexibility matrix of intrinsic frequency and structural damage front and back arch structure part afterwards, then before supportting partial injury to rope, intrinsic frequency afterwards seeks first five rank normalized frequency change rate index, draw frequency-position curve, establish frequency fingerprint library, then the frequency fingerprint parameter in the case of actual damage is calculated, it is positioned on respective frequencies fingerprint curves, it finds out the corresponding damage position of each order frequency fingerprint and is screened, then before encircleing partial injury to rope, Modal Flexibility matrix afterwards seeks first three rank Modal Flexibility difference curvature index respectively, finally according to Modal Flexibility difference curvature index, draw first three rank Modal Flexibility difference curvature-position curve, find out curve Mutated site, as damage position, and mutation is bigger, degree of injury is bigger.The present invention not only can effectively carry out the damage reason location of single injury, poly-injury operating condition to cable arch structure, and can relatively accurately identification of damage degree.

Description

A kind of cable arch structure damage combined recognising method based on modal parameter

Technical field:

The present invention relates to large span steel structure damage recognition and diagnosis technical fields, are based on modal parameter more particularly to one kind Cable arch structure damage combined recognising method.

Background technique:

Large span steel structure is the one of the important signs that for measuring a national building technology level.Large span steel structure is because of its form It graceful, the advantages that economical rationality and span ability are strong, is developed rapidly in China.Wherein, tension string beam structure is by upper A kind of space hybrid structure form that portion's rigid arch truss and lower flexible drag-line are composed by strut, in Harbin sport Conference and exhibition center, Guangzhou International Exhibition, Shenzhen Convention And Exhibition, Shanghai World's Fair theme shop, National Indoor Stadium etc. are multinomial great It succeeds in engineering application, becomes one of one kind form across prestressed steel structure greatly that China is most widely used.

The general scale of large span steel structure is big, service phase limit for length, but often in low-temp. low-voltage power, generating collision and corrosion Under the collective effect of equal loads and environment, there is different degrees of local damage, it is difficult to the naked eye differentiate, therefore will often make Obtaining damaged member cannot handle and reinforce in time.Damage persistently can generate shadow to the normal use of structure in this case It rings, serious or even initiation continuous collapse generates biggish Socie-economic loss.

Damage recognition and diagnosis is the effective means for realizing large scale structure life cycle management design and maintenance.For different knots Configuration formula and architectural characteristic carry out damage diagnosis to existing structure, can provide strong support, have for the maintenance and reinforcement of existing structure There is extremely important practical engineering value.

In traditional damnification recognition method, non-destructive tests, but single damage are often carried out to structure using single method Hurt recognition methods and tend not to the non-destructive tests for meeting each position of structure, particularly for large-span space structure, every kind of method is all Having some limitations property, so that the precision to non-destructive tests has an impact,

Such as: although the damnification recognition method acquisition frequency accuracy based on intrinsic frequency is higher, damage can not be carried out more Wound is accurately positioned, affected by noise big.

Damnification recognition method based on camber mode and flexibility matrix, although poly-injury positioning and qualitative can be carried out Judgement damage degree of injury, but Data of Mode obtain precision it is not high, and calculate it is relative complex, and needed in Practical Project compared with Multisensor could obtain accurate modal data.

Damnification recognition method based on strain mode, is the first derivative being displaced due to straining, and the damage of strain mode is known Other effect is also superior to displacement modes.But in practical applications, the measurement accuracy of strain mode is the key that non-destructive tests, is led to Normal strain measurement method precision is not high, and discreteness is big, when damage occurs at the node of strain mode, the change of strain mode Change it is unobvious, whether can not just differentiating structural damage.

Damnification recognition method based on stiffness matrix, it is similar to flexibility matrix method, it can not only identify the position of damage It sets, and can be compared with accurate judgement degree of injury, but the premise of the method is each member to damage element stiffness matrix Element is changed by same ratio, and this hypothesis can not strictly be set up sometimes, carry out non-destructive tests and positioning with stiffness matrix method Effect have certain deviation.Also, only when degree of injury is larger, stiffness matrix can just occur significantly to change, by Apparently the method is not suitable for small Damage Assessment Method for this.

Damnification recognition method based on frequency response function avoids mould due to not needing to carry out modeling analysis to structure State analyzes brought error, but due to equipment test error and Environmental Noise Influence etc., this method damages lesser structure Wound identification is not very sensitive.

Damnification recognition method based on wavelet analysis, the quality for collecting signal directly influence the effect of non-destructive tests, because This wavelet analysis suffers from strict requirements to number of sensors and the optimum layout and signal collection.

Using environmental vibration testing, modal parameters are obtained, and then carry out the non-destructive tests based on modal parameter, in bridge It is had been demonstrated in girder construction and Multistory-tall building effectively, therefore, the non-destructive tests based on modal parameter are that large span steel structure is realized The ideal method of earlier damage diagnosis.

Large span steel structure is larger, rod piece is various, and especially there are drag-line, strut and purlins in prestressing force beam string structure structure The different types rod piece such as frame, force-mechanism is more complicated, non-destructive tests and conventional bridge type structure or multi-rise building structure There are notable differences.For this purpose, being directed to tension string beam structure feature, research is respectively suitable for lower cable support body system and top girder system Signatures for damage detection, propose the damage combined recognising method based on modal parameter, carry out tension string beam structure different type damage Hurt the non-destructive tests test under operating condition, provides theoretical method and technology for the damage diagnosis and performance maintenance of in-service tension string beam structure Support.

Summary of the invention:

The technical problem to be solved by the present invention is to providing a kind of not only effectively can carry out single injury, more to cable arch structure The damage reason location of damage regime, and can relatively accurately identification of damage degree the cable arch structure damage group based on modal parameter Close recognition methods.

The technical solution of the invention is as follows, provides a kind of cable arch structure damage combination identification side based on modal parameter Method, method includes the following steps:

The acceleration letter for the acceleration transducer that step 1. is arranged on cable arch structure by the acquisition of dynamic signal acquisition instrument Number, obtain intrinsic frequency and structural damage that cable arch structure damages forward and backward drag-line and strut part respectively by mould measurement The Modal Flexibility matrix of front and back arch point;

Step 2. intrinsic frequency forward and backward to cable arch structure rope support partial injury asks first five rank normalized frequency change rate to refer to Mark, draws frequency-position curve, establishes frequency fingerprint library;

Step 3. calculates the frequency fingerprint parameter in the case of actual damage according to field measurement data, in corresponding frequency It is positioned, find out the corresponding damage position of each order frequency fingerprint and is screened, institute in each recognition result on fingerprint curves It is final required damage position comprising shared damage information;

The step 4. Modal Flexibility matrix forward and backward to vang arch structure arch partial injury asks first three rank Modal Flexibility poor respectively Curvature index;

Step 5. draws first three rank Modal Flexibility difference curvature-position curve, finds out song according to Modal Flexibility difference curvature index Line mutated site, as damage position, and mutation is bigger, degree of injury is bigger, can qualitatively judge member bar injury degree.

Preferably, in the step 1, acceleration transducer test point location arrangements phase before and after cable arch structure damage Together, the rank number of mode for testing acquisition is no less than five ranks.

Preferably, the step 2 specifically refers to,

1. obtaining frequency change rate FFC according to the intrinsic frequency of each rank before and after the damage measured in step 1i,

Wherein, fuiAnd fdiRespectively frequency of the cable arch structure under health and faulted condition;

2. frequency change rate and damage position and degree of injury are related, FFCiIt can be expressed as:

FFCi=gi(r)fi(ΔK,ΔM)

Wherein, Δ K and Δ M is respectively to damage front-end geometry stiffness change amount and quality knots modification, giIt (r) is position letter Number;

3. frequency is changed function fiMake series expansion on Δ K=0 and Δ M=0 and ignore higher order term, simplification can obtain:

FFCi=Δ Kqi(r)+ΔMpi(r)

4. it is approximately considered mass conservation Δ M ≈ 0, therefore normalized frequency change rate NFCRiIt can indicate are as follows:

5. according to the NFCR that rope support damage obtains under each operating conditioniData target draws structure frequency-position curve, establishes Frequency fingerprint library.

Preferably, the step 4 specifically refers to,

1. obtaining the stiffness matrix K of structure according to the displacement modes parameter and intrinsic frequency of in-site measurement:

In formula, Φ=[Φ1Φ2……Φn] be structure displacement modes matrix, constitute the Φ of the matrixiIt is the i-th component level Move modal vector, Φi=(φ12...φn), φiFor displacement modes, Λ is the frequency matrix of structure, asωiIt is the i-th rank inherent circular frequency of structure, fi=2 π ωi

2. to stiffness matrix both sides while the available Structure Flexibility Matrix F that inverts:

3. the flexibility matrix for enabling structural damage forward and backward is respectively FdAnd Fu, Modal Flexibility difference matrix Δ F can be obtained:

Δ F=Fu-Fd

4. by Modal Flexibility difference matrix diagonals line element δjNon-destructive tests ordered series of numbers is formed, wherein

δj=| δij| (j=1,2 ... n;I=j)

5. acquiring its curvature absolute value as signatures for damage detection, i.e. Modal Flexibility difference curvature index with calculus of finite differences MFDCj:

Wherein, Δ l is the distance between two calculating points,

MFDCjElement and structure node in index correspond, by MFDCjIndex is depicted as curve, recognizes at peak of curve To be position that structure is damaged, to play the effect of damage reason location.

The beneficial effects of the present invention are:

Single signatures for damage detection is more difficult to carry out the comprehensive Study on Damage Identification of cable arch structure.As typically greatly across sky Between structural system, cable arch structure contain prestressed cable, vertical strut and top arch three parts, each section is for structure The influencing mechanism of dynamic characteristics is different, it is difficult to carry out comprehensive non-destructive tests using a kind of unified theory or method;

Cable arch structure is relative complex, and rod piece is various, it may occur however that the position of damage is more, in practice non-destructive tests side When method can not one-time detection go out the health degree of structure everywhere.It is therefore proposed that it is directed to the damage combined recognising method of cable arch structure, Non-destructive tests are carried out to structure different parts using different signatures for damage detection.

Under the premise of herein, by the sensibility of cable arch structure unit, upper part and lowermost strut drag-line part are divided into rope Two parts of arch structure carry out diagnosing structural damage with different damnification recognition methods respectively.

The present invention combines domestic and international Study on Damage Identification, has carried out the comprehensive non-destructive tests of system point for cable arch structure Analysis has chosen the indexs such as normalized frequency change rate, Modal Flexibility difference curvature for structure different piece and carries out non-destructive tests side Method research proposes the damage combined recognising method for being directed to cable arch structure.This method can effectively carry out Prestressed Cable Arch Structures The damage reason location of single injury, poly-injury operating condition, and more accurate identification of damage degree, are Prestressed Cable Arch Structures non-destructive testing A kind of effective new method is provided with assessment.

Detailed description of the invention:

Fig. 1 is the flow diagram that a kind of beam-string structure based on modal parameter of the present invention damages combined recognising method;

Fig. 2 is concave cable arch structure schematic diagram.

Specific embodiment:

The cable arch structure damage combination based on modal parameter a kind of to the present invention is known in the following with reference to the drawings and specific embodiments Other method is described further:

As depicted in figs. 1 and 2, a kind of cable arch structure damage combined recognising method based on modal parameter of the present invention mainly wraps Include following steps:

The acceleration letter for the acceleration transducer that step 1. is arranged on cable arch structure by the acquisition of dynamic signal acquisition instrument Number, obtain intrinsic frequency and structural damage that cable arch structure damages forward and backward drag-line and strut part respectively by mould measurement The Modal Flexibility matrix of front and back arch point;

Step 2. intrinsic frequency forward and backward to cable arch structure rope support partial injury asks first five rank normalized frequency change rate to refer to Mark, draws frequency-position curve, establishes frequency fingerprint library;

Step 3. calculates the frequency fingerprint parameter in the case of actual damage according to field measurement data, in corresponding frequency It is positioned, find out the corresponding damage position of each order frequency fingerprint and is screened, institute in each recognition result on fingerprint curves It is final required damage position comprising shared damage information;

The step 4. Modal Flexibility matrix forward and backward to vang arch structure arch partial injury asks first three rank Modal Flexibility poor respectively Curvature index;

Step 5. draws first three rank Modal Flexibility difference curvature-position curve, finds out song according to Modal Flexibility difference curvature index Line mutated site, as damage position, and mutation is bigger, degree of injury is bigger, can qualitatively judge member bar injury degree.

Specifically, arranging corresponding acceleration transducer according to the shape size of structure, and before damage in step (1) Point position arrangement is identical afterwards.

Specifically, the rank number of mode for testing acquisition is no less than 5 ranks in step (1).

Specifically, modal parameters test measures each rank before and after structural damage using the method that can survey excitation in step (1) Intrinsic frequency fiAnd the displacement modes φ of each bar element nodei

Specifically, obtaining frequency in step (2) according to the intrinsic frequency of each rank before and after the damage measured in step (1) and becoming Rate FFCi:

Wherein, fuiAnd fdiRespectively frequency of the structure under health and faulted condition.

Specifically, frequency change rate and damage position and degree of injury are related in step (2), can be expressed as:

FFCi=gi(r)fi(ΔK,ΔM)

Wherein, Δ K and Δ M is respectively to damage front-end geometry stiffness change amount and quality knots modification, giIt (r) is position letter Number.

Specifically, frequency is changed function f in step (2)iMake series expansion on Δ K=0 and Δ M=0 and ignores height Rank, simplification can obtain:

FFCi=Δ Kqi(r)+ΔMpi(r)

Further, in step (2), it is approximately considered mass conservation Δ M ≈ 0, therefore normalized frequency change rate NFCRiIt can be with table It is shown as:

It can be seen that by above formula, normalized frequency change rate is only related with damage position, unrelated with degree of injury.

Further, in step (2), according to the NFCR that rope support damage obtains under each operating conditioniData target draws structure frequency Rate-position curve establishes frequency fingerprint library.

Specifically, bringing step (2) into step (3) according to field measurement data, calculating the frequency in the case of actual damage Rate fingerprint parameter.

Further, it in step (3), is positioned on the frequency fingerprint curve of foundation in step (2), finds out each order frequency The corresponding damage position of fingerprint is simultaneously screened, and the damage information shared included in each recognition result is final required Damage position.

Specifically, according to the displacement modes parameter and intrinsic frequency of in-site measurement, obtaining the rigidity of structure in step (4) Matrix K:

Φ=[Φ1Φ2……Φn] be structure displacement modes matrix, constitute the Φ of the matrixiIt is the i-th rank displacement modes Vector, Φi=(φ12...φn), φiFor displacement modes;Λ is the frequency matrix of structure, asThe formula Middle ωiIt is the i-th rank inherent circular frequency of structure, fi=2 π ωi

Further, in step (4), the flexibility matrix of structure and structural stiffness matrix inverse matrix each other, therefore, to step (4) invert on the stiffness matrix both sides in available Structure Flexibility Matrix F simultaneously:

Specifically, the flexibility matrix for enabling structural damage forward and backward is respectively F in step (4)dAnd Fu, Modal Flexibility can be obtained Poor matrix Δ F:

Δ F=Fu-Fd

Specifically, in step (4), by Modal Flexibility difference matrix diagonals line element δjNon-destructive tests ordered series of numbers is formed, wherein

δj=| δij| (j=1,2 ... n;I=j)

Further, in step (4), its curvature absolute value is acquired as signatures for damage detection with calculus of finite differences, i.e. mode is soft Spend poor curvature index MFDCj:

Wherein, Δ l is the distance between two calculating points.

MFDCjElement and structure node in index correspond, by MFDCjIndex is depicted as curve, recognizes at peak of curve To be position that structure is damaged, to play the effect of damage reason location.

Specifically, step (4) are brought into according to field measurement data, before calculating in the case of actual damage in step (5) 3 rank Modal Flexibility difference curvature MFDCj, and it is depicted as curve.

Further, in step (5), each rank Modal Flexibility difference curvature is bent in the case of observing top truss structure partial injury Line finds out the peak position of the mutation of curve, as STRUCTURE DAMAGE LOCATION, and mutation is bigger, and degree of injury is bigger, can be qualitative Judge member bar injury degree.

Embodiment described above is only that the preferred embodiment of the present invention is described, not to the scope of the present invention It is defined, without departing from the spirit of the design of the present invention, those of ordinary skill in the art are to technical solution of the present invention The various changes and improvements made should all be fallen into the protection scope that claims of the present invention determines.

Claims (2)

1. a kind of cable arch structure based on modal parameter damages combined recognising method, it is characterised in that: this method includes following step It is rapid:
The acceleration signal for the acceleration transducer that step 1. is arranged on cable arch structure by the acquisition of dynamic signal acquisition instrument, leads to It crosses mould measurement and obtains intrinsic frequency and structural damage front and back that cable arch structure damages forward and backward drag-line and strut part respectively The Modal Flexibility matrix of arch point;
Step 2. intrinsic frequency forward and backward to cable arch structure rope support partial injury seeks first five rank normalized frequency change rate index, Frequency-position curve is drawn, frequency fingerprint library is established;
Step 3. calculates the frequency fingerprint parameter in the case of actual damage according to field measurement data, in corresponding frequency fingerprint It is positioned, find out the corresponding damage position of each order frequency fingerprint and is screened on curve, included in each recognition result Shared damage information is final required damage position;
The step 4. Modal Flexibility matrix forward and backward to cable arch structure arch partial injury asks first three rank Modal Flexibility difference curvature to refer to respectively Mark;
Step 5. draws first three rank Modal Flexibility difference curvature-position curve according to Modal Flexibility difference curvature index, and it is prominent to find out curve Displacement is set, as damage position, and mutation is bigger, and degree of injury is bigger, can qualitatively judge member bar injury degree.
2. a kind of cable arch structure based on modal parameter according to claim 1 damages combined recognising method, feature exists In: in the step 1, acceleration transducer test point location arrangements before and after cable arch structure damage are identical, and test obtains Rank number of mode be no less than five ranks.
CN201810063707.5A 2018-01-23 2018-01-23 A kind of cable arch structure damage combined recognising method based on modal parameter CN108280294B (en)

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Citations (2)

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Publication number Priority date Publication date Assignee Title
CN103927414A (en) * 2014-04-04 2014-07-16 北京工业大学 Vibration response simulation analyzing method for rolling bearing with single-point failures
CN106768967A (en) * 2017-01-10 2017-05-31 浙江工业大学 A kind of flange fastening bolt loosens lossless detection method and its system

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6244121B1 (en) * 1998-03-06 2001-06-12 Applied Materials, Inc. Sensor device for non-intrusive diagnosis of a semiconductor processing system

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103927414A (en) * 2014-04-04 2014-07-16 北京工业大学 Vibration response simulation analyzing method for rolling bearing with single-point failures
CN106768967A (en) * 2017-01-10 2017-05-31 浙江工业大学 A kind of flange fastening bolt loosens lossless detection method and its system

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