CN107229806B - A kind of historic building structure remaining life Predicting Reliability method suitable for corrosive environment - Google Patents
A kind of historic building structure remaining life Predicting Reliability method suitable for corrosive environment Download PDFInfo
- Publication number
- CN107229806B CN107229806B CN201710496909.4A CN201710496909A CN107229806B CN 107229806 B CN107229806 B CN 107229806B CN 201710496909 A CN201710496909 A CN 201710496909A CN 107229806 B CN107229806 B CN 107229806B
- Authority
- CN
- China
- Prior art keywords
- corrosion
- life
- formula
- model
- worms
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Civil Engineering (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Architecture (AREA)
- Testing Of Devices, Machine Parts, Or Other Structures Thereof (AREA)
- Testing Resistance To Weather, Investigating Materials By Mechanical Methods (AREA)
Abstract
The present invention relates to a kind of historic building structure remaining life Predicting Reliability methods suitable for corrosive environment, comprising the following steps: (1) analyzes the material time-varying model under corrosion impact；(2) Load resistance ratio for considering corrosion is established；And realize timber structure bearing capacity life prediction, prediction result is modified using Monte Carlo join probability density function method, realizes the remaining life interval prediction of structure；(3) using finite element simulation obtain consider corrosion deformation when variate, based on Weibull models coupling Monte Carlo method realize malformation value reliability life prediction；(4) decision goes out the earliest time limit that structure is most likely to occur failure.The present invention can provide the range intervals for considering the ancient architecture timber structure ultimate life of corrosion and influence of damaging by worms, to make the decisions such as disaster prevention scheme and strengthening by reparative method；The present invention is in addition to considering that bearing capacity index is realized in material level other than predicting residual useful life, it is also contemplated that influence of the deformation values index on component or even structural level to structural life-time prediction, life prediction criterion are more reasonable.
Description
Technical field
The present invention relates to a kind of historic building structure remaining life Predicting Reliability methods suitable for corrosive environment, belong to
The life-span prediction method in timber structure health monitoring field.
Background technique
Historic building structure is the historical product with traditional culture charm, and due to timber category biomaterial, and active service is ancient
It builds timber structure to be destroyed by natural environment for a long time, including temperature and humidity variation and the external environments such as erosion of damaging by worms are destroyed, and are caused more next
Different degrees of damage occurs for more timber structures.Currently, the degeneration based on member section intensity caused by corrosion factor, in Gu
Building field often uses the time-varying calculation method of Gerhards Modelling of Cumulative Damage, and it is tired to propose timber continuing force from Gerhards
Since product damage model, damage criterion is transformed into moment of flexure from intensity value by improving Gerhards model by Li Yu, Qu Weilian etc.
Or axle power, the time of structural failure is predicted by establishing drag time-varying model；Wang Yang, Yang Na are random using considering on this basis
The Monte Carlo Method of parameter obtains the remaining life with certain reliability, and realization more effectively is to timber structure beam, column component
The assessment of bearing capacity.But above-mentioned prediction technique, what is obtained is only the determining point time in service life, the service life under truth
Inevitably there is certain discreteness.On the other hand, the security evaluation of existing building, which is not only shown, carries energy to evaluation structure
Further include the assessment to malformation ability in power, and the ultimate life in the field research using reach the bearing capacity limit as
Failure or failure criteria do not account for timber structure, component reaches the failure standard for deforming extreme value under serviceability limit state
Then.
Summary of the invention
In consideration of it, providing one kind it is an object of the invention to the historic building structure for corrosion impact and comprehensively considering
The prediction technique in two kinds of limiting condition limit inferior service life, this method more reliably predict the remaining longevity of historic building structure
Life.
The present invention to achieve the above object, adopts the following technical scheme that a kind of ancient building wood knot suitable for corrosive environment
Structure remaining life Predicting Reliability method, comprising the following steps:
Step S1: according to the material time-varying model under the material analysis corrosion impact of structure in service；
Step S2: bond material time-varying model establishes the Load resistance ratio for considering corrosion；Based on the Gerhards for considering corrosion
Model (strength damage Accumulation Model) realizes the life prediction of timber structure bearing capacity, and utilizes Monte Carlo join probability density function
Method is modified prediction result, realizes the remaining life interval prediction of structure；
Step S3: influence of the deformation values index to structure is introduced, determines the power function of deformation values, bond material time-varying mould
Type, variate when obtaining considering the deformation of corrosion using finite element simulation, combined based on Weibull model (Weibull model) cover it is special
The reliability life prediction of Caro method realization malformation value；
Step S4: being judged in conjunction with the failure time limit predicted under two states, and decision goes out structure and is most likely to occur failure
The earliest time limit.
Further, in the step S1, the material time-varying model under corrosion impact, when including material under rotten effect
Varying model and the material time-varying model under damaging by worms:
It is verified according to existing antiquated timber, variation tendency formula of the Gu Mucai under rotten effect is as follows:
d1=d0(1+t/T0)ξ (1)
In formula, d1For the Correlation of duration；d0For Correlation at this stage；T is the duration, and unit is year；
T0For historical time, ξ is the index parameters for considering the development of metamorphic layer thickness, changes with the age, works as T0≤ 400a, ξ=1；400
< T0< 800a, ξ=1.5, a indicate year；
On the basis of Kachanov-Rabotnov research, it is assumed that taken place by newly-built initial stage and damaged by worms, damaged by worms
Depth:
In formula, d2For the depth of damaging by worms of duration, D is the undamaged diameter of section of timber.
Further, the step S2, specifically comprises the following steps,
S21: the circular cross-section timber degradation resistance model for considering corrosion impact is established are as follows:
In formula, MuIt (t) is beam resist torque, Nu(t) axle power is resisted for column；Subscript m, c are respectively the code name of beam and column；
f0,m、f1,mAnd f2,mRespectively indicate not damaged, rotten and beam section of damaging by worms bending strength, f0,c、f1,cAnd f2,cIt respectively indicates
Not damaged, rotten and column section of damaging by worms compression strength value, fI, x=KQf0, x, when for beam, x takes m；When for column, x takes c；i
=0,1,2；KQIndicate strength reduction factor, when corrosion-free, KQ=1, when there is corrosion, value is carried out according to corrosion class,
See Table 1 for details for value；d1,mAnd d2,mRespectively indicate the rotten of beam section and depth of damaging by worms, d1,cAnd d2,cRespectively indicate the corruption of column section
It loses and depth of damaging by worms；D indicates the undamaged diameter of section of component；
Table 1
| Corrosion class | Ⅰ | Ⅱ | Ⅲ | Ⅳ | Ⅴ |
| Reduction coefficient | 0.8~1 | 0.6~0.8 | 0.4~0.6 | 0.2~0.4 | 0~0.2 |
S22: in strength damage Accumulation Model Gerhards model, carrying internal force and drag are replaced with into moment of flexure or axle power
It is calculated, is obtained:
S indicates moment of flexure effect or axial force effect, R in formulau(t) it indicates resist torque or resists axle power；X1、X2For constant term,
It is obtained by continuously being loaded until destroying in the case where not considering that section is degenerated；α is degree of injury, 0≤α≤1, when α=0
When, indicate that component is intact；As α=1, component failure is indicated；T is the duration；
The structural internal force that the timber degradation resistance model for considering corrosion and finite element simulation are obtained substitutes into formula (5), passes through
The mode of numerical integration solves degree of injury α, and as degree of injury α=1, corresponding t is the remaining lifetime value T of componentu；
S23: by the above-mentioned calculated result T for not considering parameter stochastic propertyuAs sample average, it is assumed that random parameter is obeyed
Normal distribution, the substantially time limit to be failed by confidence interval come decision structure, generally selects 0.95 confidence level, calculates to set
Believe section:
[L, U]=[Tu-1.96(σ/n1/2), Tu+1.96(σ/n1/2)] (6)
In formula, L and U respectively indicate the upper and lower bound in section, and σ is sample variance, and n is sample size.
Further, the step S3, specifically comprises the following steps:
S31: influence of the deformation values index to structure is introduced, determines the power function of deformation values:
Z (t)=[δ]-δ (t) (7)
In formula, [δ] is deformation limit value, can replace with beam deflection limit value or column inclination limit value；δ (t) is deformation, can be replaced with
Beam deflection or column inclination, are obtained by finite element simulation, to establish the inclined deformation values power function of beam deflection, column；
S32: by Monte Carlo method, the failure probability P of power function Z (t) < 0 of different years is obtainedf, according to mistake
Imitate probability PfReliable guideline is released, the reliable guideline of different years t is finally obtained；
Data fitting is carried out to the reliable guideline of obtained different years t, it may be determined that in Weibull model, that is, formula (8)
Parameters value works as structure using the predicting residual useful life for being fitted identified Weibull model realization malformation value index
When Failure type is reversible destruction, the reliable guideline of structure is equal to 0；When structure Failure type is irreversible breaking, structure
Reliable guideline is equal to 1.5；β (t) the corresponding time is the ultimate life T based on deformation valuesd, Weibull model is as follows:
β (t)=a+bexp (ctd) (8)
In formula, β (t) is reliability index related to time；A, b, c and d are undetermined constant；T is the duration.
Further, in the step S4, judged in conjunction with the failure time limit predicted under two states, by service life T=
min{Tu-1.96(σ/n1/2),TdFinal remaining life as structure, decision go out structure be most likely to occur failure most in one's early years
Limit.
Compared to the prior art, the invention has the following advantages:
(1) present invention can provide the range intervals in structural limits service life, the i.e. confidence interval of ultimate life, lose to structure
Effect provides the respective bins time, can be easier to make the decisions such as disaster prevention and strengthening by reparative method in advance；
(2) present invention considers rotten and influence that is damaging by worms to the wooden component simultaneously；
(3) present invention is other than considering bearing capacity index to the influence of structure residual life, it is also contemplated that deformation values indexs
Influence to structural life-time prediction has comprehensively considered two kinds of indexs of bearing capacity value, and relatively comprehensively, life prediction criterion is more
To be reasonable, strong applicability.
Detailed description of the invention
Fig. 1 is timber structure ultimate life judgment step of the present invention；
Fig. 2 is the wooden component circular cross-section corrosion depth tendency chart in the embodiment of the present invention；
Fig. 3 is finite element frame model in the embodiment of the present invention；
Fig. 4 is middle section of embodiment of the present invention grid dividing figure；
Fig. 5 is changing damage degree curve figure in the embodiment of the present invention；
Fig. 6 is central sill of embodiment of the present invention bearing capacity service life probability density function figure；
Fig. 7 is columns bearing capacity service life probability density function figure in the embodiment of the present invention；
Fig. 8 is central sill of embodiment of the present invention reliability index and time chart；
Fig. 9 is center pillar of embodiment of the present invention reliability index and time chart.
Specific embodiment
The present invention is described in detail with reference to the accompanying drawing.
As shown in Figure 1, a kind of historic building structure remaining life Predicting Reliability suitable for corrosive environment of the invention
Method includes the following steps:
Step S1: according to the material time-varying model under the material analysis corrosion impact of structure in service；Including under rotten effect
Material time-varying model and the material time-varying model under damaging by worms:
It is verified according to the antiquated timber for having the suitable age, variation tendency formula of the Gu Mucai under rotten effect is such as
Under:
d1=d0(1+t/T0)ξ (1)
In formula, d1For the Correlation of duration；d0For Correlation at this stage；T is duration, unit a
(year)；T0For historical time, ξ is the index parameters for considering the development of metamorphic layer thickness, changes with the age, works as T0≤ 400a, ξ=
1；400 < T0< 800a, ξ=1.5；T0> 800a, lacks data；
In the present embodiment, when being scaled to the wooden component, it is assumed that it is uniformly rotten from outside to inside, as shown in Fig. 2, when section is
When round (other side's tee section of the present invention is equally applicable), not rotten diameter is D-d1, D indicate the undamaged section of component it is straight
Diameter.
On the basis of Kachanov-Rabotnov research, it is assumed that taken place by newly-built initial stage and damaged by worms, such as Fig. 2 institute
Show, obtain depth of damaging by worms for circular cross-section:
In formula, d2For the depth of damaging by worms of duration.
Step S2: bond material time-varying model establishes the Load resistance ratio for considering corrosion；Based on the Gerhards for considering corrosion
Model realization timber structure bearing capacity life prediction, and prediction result is carried out using Monte Carlo join probability density function method
Amendment, realizes the remaining life interval prediction of structure；Specific step is as follows:
S21: the circular cross-section timber degradation resistance model for considering corrosion impact is established are as follows:
In formula, MuIt (t) is beam resist torque, Nu(t) axle power is resisted for column；Subscript m, c are respectively the code name of beam and column；
f0,m、f1,mAnd f2,mRespectively indicate not damaged, rotten and beam section of damaging by worms bending strength, f0,c、f1,cAnd f2,cIt respectively indicates
Not damaged, rotten and column section of damaging by worms compression strength value, fI, x=KQf0, x, when for beam, x takes m；When for column, x takes c；i
=0,1,2；KQIndicate strength reduction factor, when corrosion-free, KQ=1, when there is corrosion, value is carried out according to corrosion class,
See Table 1 for details for value；d1,mAnd d2,mRespectively indicate the rotten of beam section and depth of damaging by worms, d1,cAnd d2,cRespectively indicate the corruption of column section
It loses and depth of damaging by worms；D indicates the undamaged diameter of section of component；
Table 1
| Corrosion class | Ⅰ | Ⅱ | Ⅲ | Ⅳ | Ⅴ |
| Reduction coefficient | 0.8~1 | 0.6~0.8 | 0.4~0.6 | 0.2~0.4 | 0~0.2 |
S22: in Gerhards model, carrying internal force is replaced with into moment of flexure with drag or axle power calculates, is obtained:
S indicates moment of flexure effect or axial force effect, R in formulau(t) it indicates resist torque or resists axle power；X1、X2For constant term,
It is obtained by continuously being loaded until destroying in the case where not considering that section is degenerated；α is degree of injury, 0≤α≤1, when α=0
When, indicate that component is intact；As α=1, component failure is indicated；T is the duration；
The structural internal force that the timber degradation resistance model for considering corrosion and finite element simulation are obtained substitutes into formula (5), passes through
The mode of numerical integration solves degree of injury α, and as degree of injury α=1, corresponding t is the remaining lifetime value T of componentu。
For ease of description, the present invention uses historical time T0=0, similarly hereinafter；
S23: by the above-mentioned calculated result T for not considering parameter stochastic propertyuAs sample average, it is assumed that random parameter is obeyed
Normal distribution, the substantially time limit to be failed by confidence interval come decision structure, generally selecting confidence level is 0.95, calculates to set
Believe section:
[L, U]=[Tu-1.96(σ/n1/2), Tu+1.96(σ/n1/2)] (6)
In formula, L and U respectively indicate the upper and lower bound in section, and σ is sample variance, and n is sample size.
Step S3: influence of the deformation values index to structure is introduced, determines the power function of deformation values, bond material time-varying mould
Type, using finite element simulation obtain consider corrosion deformation when variate, based on Weibull models coupling Monte Carlo method realize
The reliability life prediction of malformation value；Specifically comprise the following steps:
S31: influence of the deformation values index to structure is introduced, determines the power function of deformation values:
Z (t)=[δ]-δ (t) (7)
In formula, [δ] is deformation limit value, beam deflection limit value or column inclination limit value can be replaced with, by consulting specification GB/
50165-1992 " Technical code for maintenance and strengthing of ancient timber buildings " is obtained；δ (t) is deformation, can replace with beam deflection or column
Inclination, is obtained by finite element simulation, to establish the inclined deformation values power function of beam deflection, column；
S32: by Monte Carlo method, the failure probability P of power function Z (t) < 0 of different years is obtainedf, according to mistake
Imitate probability PfReliable guideline is released, the reliable guideline of different years t is finally obtained；
Data fitting is carried out to the reliable guideline of obtained different years t, it may be determined that in Weibull model, that is, formula (8)
Parameters value works as structure using the predicting residual useful life for being fitted identified Weibull model realization malformation value index
When Failure type is reversible destruction, the reliable guideline of structure is equal to 0；When structure Failure type is irreversible breaking, structure
Reliable guideline is equal to 1.5；β (t) the corresponding time is the ultimate life T based on deformation valuesd, Weibull model is as follows:
β (t)=a+bexp (ctd) (8)
In formula, β (t) is reliability index related to time；A, b, c and d are undetermined constant；T is the duration.
Step S4: being judged in conjunction with the failure time limit predicted under two states, by service life T=min { Tu-1.96(σ/n1 /2), TdFinal remaining life as structure, decision goes out the earliest time limit that structure is most likely to occur failure.
In the present embodiment, divided using single Pin frame in an in-service practical building of ancient architecture timber structure as example
Analysis, thus the validity of verification method.Finite element frame model is as shown in figure 3, model material parameter is shown in Table 2.
Table 2
In simulation process, it is as shown in Figure 4 that different zones are divided to beam section and column section.In modeling process, pass through piecemeal
Section is divided into three bulks by mode (VSBV), including rotten, healthy and damage by worms；Apply the intensity value of each module respectively
(EMODIFY)；Three big modules are synthesized into an entirety eventually by fit mode (NUMMRG).It is obtained based on above-mentioned modeling procedure
Single Pin frame finite element model, and be further applied load, obtain corresponding structural internal force and deformation values.
(1) structure for first obtaining the circular cross-section timber degradation resistance model and finite element simulation that consider corrosion impact
In the Gerhards model that internal force substitution moment of flexure or axle power indicate.It obtains considering the accumulative damage of Gerhards that corrosion time-varying influences
Wound model.
Degree of injury α is solved by way of numerical integration, it may be assumed that
In formula, MuIt (t) is beam resist torque, Nu(t) axle power is resisted for column；I expression node serial number number (i=1,2 ... k),
Using Δ t as time interval, the reference standard based on the old timber of existing literature: for opposite pillar, X1=7.79, X2=15；Phase
The X for beam1=7.29, X2=0.55.Work as αk≥1≥αk-1When, remaining operating limit T can be solvedu=k Δ t.Accordingly
Changing damage degree α curve as shown in figure 5, extract degree of injury be 1 when obtain as a result, only consider corrosion condition when, wood
Beam its service life mean value T under ultimate limit statesu,mFor 825a, the service life mean value T of pinu,cFor 1292a.
Using Monte Carlo method, the random parameters such as the size, intensity and load of material are made a variation using Matlab software
Coefficient substitutes into the random value generated in model and substitutes into formula (11) and formula (12) progress cycle calculations, and sample size n is 1000 groups.It is logical
It crosses and obtains the degree of injury curve α (t) that each sample obtains, choose bearing capacity service life t corresponding to every curve α (t)=1,
The histogram of the mode settling time of equal part time interval is as shown in Figure 6 and Figure 7.
By aforementioned remaining ultimate life TuAnd the standard deviation sigma of sample obtained above, sample size n substitute into confidence interval
Expression formula (6), acquires structural bearing capacity service life confidence interval are as follows: wooden frame [819,831], pin [1284,1300], unit are
Year.
(2) beam mid-span deflection is defined according to GB/50165-1992 " Technical code for maintenance and strengthing of ancient timber buildings "
No more than beam length l11/180, i.e. amount of deflection threshold value ω=16.67mm；Pin horizontal tilt amount is not more than the l of column length21/120,
That is θ=12.5mm, table 3, table 4 are respectively the Correlation of different years wooden frame, pin, and table 5, table 6 are respectively different years wood
The depth of damaging by worms of beam, pin,
Table 3
| t(a) | d1(m) | t(a) | d1(m) | t(a) | d1(m) | t(a) | d1(m) | t(a) | d1(m) | t(a) | d1(m) |
| 0 | 0.01200 | 70 | 0.01527 | 140 | 0.01854 | 210 | 0.02181 | 400 | 0.03068 | 750 | 0.04702 |
| 10 | 0.01247 | 80 | 0.01574 | 150 | 0.01900 | 220 | 0.02227 | 450 | 0.03301 | 800 | 0.04935 |
| 20 | 0.01293 | 90 | 0.01620 | 160 | 0.01947 | 230 | 0.02274 | 500 | 0.03535 | 850 | 0.05169 |
| 30 | 0.01340 | 100 | 0.01667 | 170 | 0.01994 | 240 | 0.02321 | 550 | 0.03768 | ||
| 40 | 0.01387 | 110 | 0.01714 | 180 | 0.02041 | 250 | 0.02367 | 600 | 0.04002 | ||
| 50 | 0.01434 | 120 | 0.01760 | 190 | 0.02087 | 300 | 0.02601 | 650 | 0.04235 | ||
| 60 | 0.01480 | 130 | 0.01807 | 200 | 0.02134 | 350 | 0.02834 | 700 | 0.04469 |
Table 4
| t(a) | d1(m) | t(a) | d1(m) | t(a) | d1(m) | t(a) | d1(m) | t(a) | d1(m) |
| 1800 | 0.1441 | 2000 | 0.1581 | 2200 | 0.1721 | 2400 | 0.1861 | 2600 | 0.2000 |
| 1850 | 0.1476 | 2050 | 0.1616 | 2250 | 0.1756 | 2450 | 0.1895 | ||
| 1900 | 0.1511 | 2100 | 0.1651 | 2300 | 0.1791 | 2500 | 0.1931 | ||
| 1950 | 0.1546 | 2150 | 0.1686 | 2350 | 0.1826 | 2550 | 0.1966 |
Table 5
| t(a) | d2(m) | t(a) | d2(m) | t(a) | d2(m) | t(a) | d2(m) | t(a) | d2(m) | t(a) | d2(m) |
| 0 | 0.00481 | 70 | 0.00543 | 140 | 0.00598 | 210 | 0.00648 | 400 | 0.00769 | 750 | 0.00952 |
| 10 | 0.00490 | 80 | 0.00551 | 150 | 0.00605 | 220 | 0.00655 | 450 | 0.00798 | 800 | 0.00975 |
| 20 | 0.00500 | 90 | 0.00559 | 160 | 0.00613 | 230 | 0.00662 | 500 | 0.00825 | 850 | 0.00998 |
| 30 | 0.00508 | 100 | 0.00567 | 170 | 0.00620 | 240 | 0.00669 | 550 | 0.00852 | ||
| 40 | 0.00517 | 110 | 0.00575 | 180 | 0.00627 | 250 | 0.00675 | 600 | 0.00878 | ||
| 50 | 0.00526 | 120 | 0.00583 | 190 | 0.00634 | 300 | 0.00708 | 650 | 0.00904 | ||
| 60 | 0.00534 | 130 | 0.00590 | 200 | 0.00641 | 350 | 0.00739 | 700 | 0.00928 |
Table 6
| t(a) | d2(m) | t(a) | d2(m) | t(a) | d2(m) | t(a) | d2(m) | t(a) | d2(m) |
| 1800 | 0.01633 | 2000 | 0.01710 | 2200 | 0.01785 | 2400 | 0.01856 | 2600 | 0.01924 |
| 1850 | 0.01653 | 2050 | 0.01729 | 2250 | 0.01803 | 2450 | 0.01873 | ||
| 1900 | 0.01672 | 2100 | 0.01748 | 2300 | 0.01820 | 2500 | 0.01890 | ||
| 1950 | 0.01691 | 2150 | 0.01766 | 2350 | 0.01838 | 2550 | 0.01907 |
It is substituted into finite element model using the corrosion depth of different years shown in table 3 to table 6, carries out finite element simulation and obtain
To the wooden frame mid-span deflection ω (t) and pin top horizontal tilting value θ (t) of the corresponding time limit.Above-mentioned deformation threshold value and structure are become
Shape value substitutes into power function formula (7), can obtain:
Z (t)=16.67- ω (t) (13)
Z (t)=12.5- θ (t) (14)
By Monte Carlo method, considers random parameter shown in table 2, obtain power function Z (t) < 0 of different years
Failure probability Pf, reliable guideline can be released by the way that formula (15) is counter, the reliable guideline of different years t be finally obtained, such as table 7
It is shown the corrosion wooden frame deformation limit reliability of different years, the corrosion pin deformation limit that table 8 show different years can
By degree.
β=- Φ-1(Pf) (15)
Table 7
| t(a) | β | t(a) | β | t(a) | β | t(a) | β | t(a) | β | t(a) | β |
| 0 | 3.3894 | 70 | 2.9744 | 140 | 2.6961 | 210 | 2.4251 | 400 | 2.0065 | 750 | 1.3306 |
| 10 | 3.3175 | 80 | 2.9173 | 150 | 2.6600 | 220 | 2.3765 | 450 | 1.8153 | 800 | 1.2575 |
| 20 | 3.2669 | 90 | 2.8519 | 160 | 2.6414 | 230 | 2.3655 | 500 | 1.7642 | 850 | 1.1811 |
| 30 | 3.1984 | 100 | 2.8192 | 170 | 2.6245 | 240 | 2.3552 | 550 | 1.6856 | ||
| 40 | 3.1110 | 110 | 2.7854 | 180 | 2.5769 | 250 | 2.3450 | 600 | 1.5900 | ||
| 50 | 3.0742 | 120 | 2.7400 | 190 | 2.5459 | 300 | 2.1717 | 650 | 1.5651 | ||
| 60 | 3.0152 | 130 | 2.7178 | 200 | 2.4635 | 350 | 2.0563 | 700 | 1.4601 |
Table 8
| t(a) | β | t(a) | β | t(a) | β | t(a) | β | t(a) | β |
| 1800 | 2.8867 | 2000 | 2.4659 | 2200 | 2.1814 | 2400 | 1.7107 | 2600 | 1.344 |
| 1850 | 2.8073 | 2050 | 2.4280 | 2250 | 2.0337 | 2450 | 1.6192 | ||
| 1900 | 2.6564 | 2100 | 2.3296 | 2300 | 1.9549 | 2500 | 1.4784 | ||
| 1950 | 2.5301 | 2150 | 2.2310 | 2350 | 1.8583 | 2550 | 1.3804 |
RELIABILITY INDEX in table 7 and table 8 is fitted using the Weibull prediction model that formula (8) indicate, is obtained reliable
The function expression of degree and time.It for the validity for verifying prediction model, is described in detail, is had using wooden frame RELIABILITY INDEX
Steps are as follows for body:
The data of 250a are fitted before selection wooden frame first, and wherein the analogue data of extraction in theoretical value every 10 years, obtains
To coefficient value a1=0.166667, b1=3.236394, c1=-0.004437, d1=0.816749, reliability index can be solved
Prediction model:
β (t)=0.166667+3.236394exp (- 0.004437t0.816749) (16)
The Weibull curve that fitting obtains is compared with rear 600 years analogue datas, rear 600 years analogue datas are every
It extracts within 50 years once, t is the corrosion time limit (a), 0≤t≤850；
According to the reliability index regulation for the structure serviceability limit state that table 9 provides, the deformation values of structure belong to normally
Structural life-time prediction index under ultimate service state, for serviceability limit state, reliability index generally should be according to knot
The degree of reversibility of structure component action effect is chosen.Since the timber structure deformation values under corrosion impact are irreversible, therefore selecting can
It is 1.5 boundary as power function failure by index, it is as shown in Figure 8 that the wooden frame service life can be acquired.
Table 9
It is fitted using structure reliability index of the Weibull model to preceding 250a, the calculating knot in matched curve and later period
Fruit is compared, and obtained reliability index deviation is 0.03956, it can be seen that it is proposed in this paper that two kinds of results essentially coincide explanation
Time-dependent ability be it is reasonable and effective, beam deformation values service life T may finally be obtainedd,mFor 656a.
The coefficient value a of pin fitting2=-4571.567461；b2=4580.872815；c2=-0.000015；d2=
0.601806,1800≤t≤2600.β (t) is reliability corresponding to the different corrosion time limits, column life prediction result such as Fig. 9 institute
Show.
As can be seen that pillar takes into consideration only the horizontal-shift occurred in the case of wind load in Fig. 9, obtained prediction result
Td,cFor 2511a.
(3) by the remaining life of the single Pin frame example obtained above by consideration bearing capacity value Two indices, in advance
It surveys result and carries out final decision, judgement.Decision judgment formula T=min { T is utilized to beam, column component respectivelyu-1.96(σ/n1 /2), TdJudging the remaining life of beam, column component, i.e. the remaining life of beam is Tm=min { 819,656 }=656a, column
The remaining life of component is Tc=min { 1284,2511 }=1284a.Based on this, it is certain reliable to obtain having for list Pin frame
The remaining life of degree provides data supporting to repair work.
Although the invention has been described by way of example and in terms of the preferred embodiments, but it is not for limiting the present invention, any this field
Technical staff without departing from the spirit and scope of the present invention, may be by the methods and technical content of the disclosure above to this hair
Bright technical solution makes possible variation and modification, therefore, anything that does not depart from the technical scheme of the invention, and according to the present invention
Technical spirit any simple modifications, equivalents, and modifications made to the above embodiment, belong to technical solution of the present invention
Protection scope.The foregoing is merely presently preferred embodiments of the present invention, all impartial changes done according to scope of the present invention patent
Change and modify, is all covered by the present invention.
Claims (2)
1. a kind of historic building structure remaining life Predicting Reliability method suitable for corrosive environment, which is characterized in that including
Following steps:
Step S1: according to the material time-varying model under the material analysis corrosion impact of structure in service；
Material time-varying model under corrosion impact, the material time-varying mould including the material time-varying model under rotten effect and under damaging by worms
Type:
It is verified according to existing antiquated timber, variation tendency formula of the Gu Mucai under rotten effect is as follows:
d1=d0(1+t/T0)ξ (1)
In formula, d1For the Correlation of duration；d0For Correlation at this stage；T is the duration, and unit is year；T0For
Historical time, ξ are the index parameters for considering the development of metamorphic layer thickness, change with the age, work as T0≤ 400a, ξ=1；400 < T0
< 800a, ξ=1.5, a indicate year；
On the basis of Kachanov-Rabotnov research, it is assumed that taken place by newly-built initial stage and damaged by worms, obtain depth of damaging by worms
Degree:
In formula, d2For the depth of damaging by worms of duration, D is the undamaged diameter of section of timber, need to be obtained by instrument field measurement
It arrives；
Step S2: bond material time-varying model establishes the Load resistance ratio for considering corrosion；Based on the Gerhards model for considering corrosion
It realizes the life prediction of timber structure bearing capacity, and prediction result is repaired using Monte Carlo join probability density function method
Just, the remaining life interval prediction for realizing structure, specifically comprises the following steps,
S21: the circular cross-section timber degradation resistance model for considering corrosion impact is established are as follows:
In formula, MuIt (t) is beam resist torque, Nu(t) axle power is resisted for column；Subscript m, c are respectively the code name of beam and column；f0,m、f1,m
And f2,mRespectively indicate not damaged, rotten and beam section of damaging by worms bending strength, f0,c、f1,cAnd f2,cRespectively indicate it is not damaged,
Rotten and column section of damaging by worms compression strength value, fI, x=KQf0, x, when for beam, x takes m；When for column, x takes c；I=0,1,2；
KQIndicate strength reduction factor, when corrosion-free, KQ=1, when there is corrosion, value is carried out according to corrosion class；d1,mAnd d2,mPoint
Not Biao Shi beam section rotten and depth of damaging by worms, d1,cAnd d2,cRespectively indicate the corrosion of column section and depth of damaging by worms；D indicates component
Undamaged diameter of section；
S22: in Gerhards model, carrying internal force is replaced with into moment of flexure with drag or axle power calculates, is obtained:
S indicates moment of flexure effect or axial force effect, R in formulau(t) it indicates resist torque or resists axle power；X1、X2For constant term, pass through
In the case where not considering that section is degenerated, continuously load obtains until destroying；α is degree of injury, 0≤α≤1, as α=0, table
Show that component is intact；As α=1, component failure is indicated；T is the duration；
The structural internal force that the timber degradation resistance model for considering corrosion and finite element simulation are obtained substitutes into formula (5), passes through numerical value
The mode of integral solves degree of injury α, and as degree of injury α=1, corresponding t is the remaining lifetime value T of componentu；
S23: by the remaining lifetime value T of above-mentioned componentuAs sample average, it is assumed that the equal Normal Distribution of random parameter, by setting
The substantially time limit of decision structure failure is carried out in letter section, selects 0.95 confidence level, calculates to obtain confidence interval:
[L, U]=[Tu-1.96(σ/n1/2), Tu+1.96(σ/n1/2)] (6)
In formula, L and U respectively indicate the upper and lower bound in section, and σ is sample variance, and n is sample size
Step S3: introducing influence of the deformation values index to structure, determines the power function of deformation values, bond material time-varying model,
Using finite element simulation obtain consider corrosion deformation when variate, based on Weibull models coupling Monte Carlo method realize knot
The reliability life prediction of structure deformation values；Specifically comprise the following steps:
S31: influence of the deformation values index to structure is introduced, determines the power function of deformation values:
Z (t)=[δ]-δ (t) (7)
In formula, [δ] is deformation limit value, can replace with beam deflection limit value or column inclination limit value；δ (t) is deformation, can replace with beam and scratch
Degree or column inclination, are obtained by finite element simulation, to establish the inclined deformation values power function of beam deflection, column；
S32: by Monte Carlo method, the failure probability P of power function Z (t) < 0 of different years is obtainedf, general according to failure
Rate PfReliable guideline is released, the reliable guideline of various durations t is finally obtained；
Data fitting is carried out to the reliable guideline of obtained various durations t, is determined each in Weibull model i.e. formula (8)
A parameter value, using the predicting residual useful life for being fitted identified Weibull model realization malformation value index, when structure is broken
When bad type is reversible destruction, the reliable guideline of structure is equal to 0；When structure Failure type be irreversible breaking when, structure can
It is equal to 1.5 by index β；β (t) the corresponding time is the ultimate life T based on deformation valuesd, Weibull model is as follows:
β (t)=a+bexp (ctd) (8)
In formula, β (t) is reliability index related to time；A, b, c and d are undetermined constant；T is the duration；
Step S4: being judged in conjunction with the failure time limit predicted under two states, and decision goes out structure and is most likely to occur failure most
The early time limit.
2. a kind of historic building structure remaining life Predicting Reliability side suitable for corrosive environment according to claim 1
Method, which is characterized in that in the step S4, judged in conjunction with the failure time limit predicted under two states, by service life T=min
{Tu-1.96(σ/n1/2), TdFinal remaining life as structure, decision goes out the earliest time limit that structure is most likely to occur failure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710496909.4A CN107229806B (en) | 2017-06-26 | 2017-06-26 | A kind of historic building structure remaining life Predicting Reliability method suitable for corrosive environment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710496909.4A CN107229806B (en) | 2017-06-26 | 2017-06-26 | A kind of historic building structure remaining life Predicting Reliability method suitable for corrosive environment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107229806A CN107229806A (en) | 2017-10-03 |
| CN107229806B true CN107229806B (en) | 2019-11-12 |
Family
ID=59936237
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710496909.4A Active CN107229806B (en) | 2017-06-26 | 2017-06-26 | A kind of historic building structure remaining life Predicting Reliability method suitable for corrosive environment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107229806B (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108089457B (en) * | 2017-11-29 | 2020-08-14 | 北京航空航天大学 | Process quality control method based on-line finite element simulation |
| CN108776079A (en) * | 2018-06-13 | 2018-11-09 | 上海建为历保科技股份有限公司 | Utilize the method for information prediction wood component density of damaging by worms |
| CN110084401B (en) * | 2019-03-21 | 2021-04-23 | 中车工业研究院有限公司 | Scheduling optimization method and device based on reserved maintenance time |
| CN109978259B (en) * | 2019-03-26 | 2020-07-07 | 中国人民解放军国防科技大学 | Method and system for predicting residual life of product based on q-type Weibull distribution |
| CN111814391A (en) * | 2020-06-19 | 2020-10-23 | 重庆市园林建筑工程（集团）股份有限公司 | Cultural relic and ancient building protection method based on artificial intelligence technology |
| CN111859686B (en) * | 2020-07-27 | 2023-10-10 | 北京卫星环境工程研究所 | Mechanical component life prediction method based on degradation process model |
| CN112883464A (en) * | 2021-01-26 | 2021-06-01 | 南通大学 | Uncertainty prediction method for large deformation of surrounding rock caused by soft rock tunnel excavation |
| CN113688517B (en) * | 2021-08-20 | 2023-11-14 | 浙江大学 | Tea garden insect attracting plate failure time prediction method and system |
| CN115081065A (en) * | 2022-06-12 | 2022-09-20 | 常熟古建园林股份有限公司 | Cultural relic and ancient building damage prediction model based on artificial intelligence and method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101038639A (en) * | 2007-04-25 | 2007-09-19 | 上海发电设备成套设计研究院 | Service Life predicting method and system for machine and vulnerable component of generating set |
| CN103455682A (en) * | 2013-09-12 | 2013-12-18 | 西南石油大学 | Method for predicting residual life of corroded casing of high-temperature and high-pressure well |
| CN103499438A (en) * | 2013-09-25 | 2014-01-08 | 南京工业大学 | Material adaptability evaluation method based on residual life |
| CN103870662A (en) * | 2014-04-01 | 2014-06-18 | 青岛科技大学 | Method for predicting residual life of storage tank |
| CN104215196A (en) * | 2014-09-30 | 2014-12-17 | 福州大学 | Long-term monitoring and pre-warning method applicable to deformation of historic building structure |
| CN106407625A (en) * | 2016-11-23 | 2017-02-15 | 福州大学 | Civil engineering structure reliability evolution and residual life prediction method |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US9581570B2 (en) * | 2011-02-10 | 2017-02-28 | University Of South Carolina | Determination of the remaining life of a structural system based on acoustic emission signals |
-
2017
- 2017-06-26 CN CN201710496909.4A patent/CN107229806B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101038639A (en) * | 2007-04-25 | 2007-09-19 | 上海发电设备成套设计研究院 | Service Life predicting method and system for machine and vulnerable component of generating set |
| CN103455682A (en) * | 2013-09-12 | 2013-12-18 | 西南石油大学 | Method for predicting residual life of corroded casing of high-temperature and high-pressure well |
| CN103499438A (en) * | 2013-09-25 | 2014-01-08 | 南京工业大学 | Material adaptability evaluation method based on residual life |
| CN103870662A (en) * | 2014-04-01 | 2014-06-18 | 青岛科技大学 | Method for predicting residual life of storage tank |
| CN104215196A (en) * | 2014-09-30 | 2014-12-17 | 福州大学 | Long-term monitoring and pre-warning method applicable to deformation of historic building structure |
| CN106407625A (en) * | 2016-11-23 | 2017-02-15 | 福州大学 | Civil engineering structure reliability evolution and residual life prediction method |
Non-Patent Citations (1)
| Title |
|---|
| 基于DOL强度衰减模型的古建筑木桁架的剩余寿命预测;瞿伟廉等;《华中科技大学学报》;20080930;第25卷(第3期);第1-4页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107229806A (en) | 2017-10-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107229806B (en) | A kind of historic building structure remaining life Predicting Reliability method suitable for corrosive environment | |
| Tzuc et al. | Modeling of hygrothermal behavior for green facade's concrete wall exposed to nordic climate using artificial intelligence and global sensitivity analysis | |
| KR20200026877A (en) | Life Prediction Method of Reinforced Concrete Bridges under Seasonal Corrosion and Fatigue Bonding | |
| Li et al. | Risk design optimization using many-objective evolutionary algorithm with application to performance-based wind engineering of tall buildings | |
| Rajasankar et al. | A probability-based model for growth of corrosion pits in aluminium alloys | |
| Folić | Durability design of concrete structures, Part 1: Analysis fundamentals | |
| CN103678858A (en) | Method for predicting remaining life of equipment under competing failure conditions | |
| CN103914623A (en) | Service life envelope extending method for prolonging service life of plane structure corrosion fatigue key parts | |
| Fu et al. | Study on the fatigue life and damage accumulation of a compressor blade based on a modified nonlinear damage model | |
| Khodadadi Koodiani et al. | Non-linear modeling parameters for new construction RC columns | |
| CN114091268A (en) | Unmanned aerial vehicle health condition assessment method based on node importance and analytic hierarchy process | |
| CN112001600B (en) | Water leakage risk monitoring method based on SVM and DS theory | |
| Dimitrov | Risk-based approach for rational categorization of damage observations from wind turbine blade inspections | |
| CN108268675A (en) | Fatigue damage determination method and fatigue damage determination device | |
| Khoroshilov | Mathematical Modelling of Sayano-Shushenskaya Dam Displacement Process after 2009 Accident | |
| Anil et al. | Bond‐slip model between anchored CFRP strip and concrete by using ANN | |
| CN113408932A (en) | Short building enclosure member wind disaster loss analysis method considering typhoon holding time effect | |
| Yan et al. | Remaining useful life prediction of machinery subjected to two-phase degradation process | |
| A Tantele et al. | Integration of probabilistic effectiveness with a two-stage genetic algorithm methodology to develop optimum maintenance strategies for bridges | |
| Zhang et al. | Stochastic damage modelling of mixed mode fatigue delamination of composite wind turbine blades | |
| Pandey et al. | Continuum damage mechanics based computational framework for prediction of the lifetime and degradation of wind turbine coatings with defects | |
| Domanski | Timber member resistance to snow and wind loads in Polish mountain zones | |
| CN109034549A (en) | Power operation risk evaluation modeling method | |
| Hawchar et al. | Climate change risk for Irish timber power pole networks | |
| Visser | Performance based design of concrete structures |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |