CN112784347B - Cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation and considering cable breakage - Google Patents

Cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation and considering cable breakage Download PDF

Info

Publication number
CN112784347B
CN112784347B CN202110212714.9A CN202110212714A CN112784347B CN 112784347 B CN112784347 B CN 112784347B CN 202110212714 A CN202110212714 A CN 202110212714A CN 112784347 B CN112784347 B CN 112784347B
Authority
CN
China
Prior art keywords
cable
bridge tower
cable force
deformation
bridge
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
Application number
CN202110212714.9A
Other languages
Chinese (zh)
Other versions
CN112784347A (en
Inventor
任靖哲
黄细军
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
CITIC General Institute of Architectural Design and Research Co Ltd
Original Assignee
CITIC General Institute of Architectural Design and Research Co Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by CITIC General Institute of Architectural Design and Research Co Ltd filed Critical CITIC General Institute of Architectural Design and Research Co Ltd
Priority to CN202110212714.9A priority Critical patent/CN112784347B/en
Publication of CN112784347A publication Critical patent/CN112784347A/en
Application granted granted Critical
Publication of CN112784347B publication Critical patent/CN112784347B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • 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
    • 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
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2111/00—Details relating to CAD techniques
    • G06F2111/08—Probabilistic or stochastic CAD
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2111/00—Details relating to CAD techniques
    • G06F2111/10—Numerical modelling
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

Abstract

The invention discloses a cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation and considering cable breakage, which comprises the steps of firstly respectively calculating cable force amplification coefficients AF of residual cables corresponding to each cable breakage position, carrying out parameter estimation on an obtained sample of the cable force amplification coefficients AF, and selecting a specific quantile as a design value of the cable force amplification coefficients AF; secondly, selecting an observation section of the bridge tower, obtaining a capacity curve family equation of the bridge tower by adopting a Latin hypercube sampling method and a Monte-Carlo simulation method, and obtaining a cable force limit state based on the deformation of the bridge tower by defining a limit curvature coefficient and maximum likelihood estimation of the bridge tower; obtaining the cable force demand value D corresponding to each structural parameter sample by adopting a Latin hypercube sampling method and a Monte-Carlo simulation method again, and obtaining a cable force reliability index according to the cable force limit state R based on bridge tower deformation
Figure 100004_DEST_PATH_IMAGE002
. The cable force reliability evaluation method of the cable-stayed bridge based on the deformation of the bridge tower, which considers the failure of partial stay cables, is a reliability evaluation method with clear concept and mature algorithm.

Description

Cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation and considering cable breakage
Technical Field
The invention relates to the field of bridge design, in particular to a cable-stayed bridge cable force reliability assessment method based on bridge tower deformation and considering partial cable failure.
Background
Although current regulations dictate that occasional design conditions should be considered in cable-stayed bridge design, design conditions in which some cables fail are not considered sufficiently in cable design. The existing method generally calculates the cable force amplification factor of the cable through the maximum dynamic response of the cable, thereby considering the influence of partial cable failure on the cable-stayed bridge in the design. Under the normal use state, the bridge tower mainly bears the pressure transmitted by the guy cable, and the stress mode of the bridge tower is close to the axial center for compression. However, after some guys fail, the P-delta effect generated by the unbalanced horizontal component and vertical component of the remaining guys will generate a large additional bending moment at the tower bottom, causing cracks to appear in the concrete at the tower bottom. Although unified design standard for reliability of highway engineering structure stipulates that the design under the limit state of normal use can not be carried out under the condition of accidental design, the crack development of the bridge tower can cause the continuous deformation of the bridge tower, so that the cable force is unnecessarily increased (the cable fails) or unnecessarily decreased (the cable does not fail), and when the actual cable force of the rest cables exceeds the limit strength of the cables, the continuous damage of the cables can be caused. Therefore, the design value of cable force considering the failure of part of the cables needs to meet the strength requirement of the cables and avoid the excessive bending deformation of the bridge tower. Flexural damage of the bridge tower belongs to ductile damage, a unified design standard for reliability of highway engineering structures has relevant regulations on reliability indexes of the bridge under the control of ductile damage, however, a mature method for calculating cable force reliability indexes based on deformation of the bridge tower is not available at the present stage, so that the risk of damage of the bridge tower under the condition of partial cable failure cannot be estimated.
In view of the above, the present invention provides a method for establishing a cable force limit state based on bridge tower deformation, and a process for evaluating cable force reliability after partial cable failure. The method supplements and improves the method for designing the inhaul cable considering the failure of part of the inhaul cables and evaluating the reliability of the cable force of the rest inhaul cables according to the strength of the inhaul cable at the present stage.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a cable-stayed bridge cable force reliability assessment method based on bridge tower deformation and considering partial cable failure, so as to quantitatively assess the risk of bridge tower damage after partial cable failure.
In order to achieve the above purposes, the technical scheme adopted by the invention is as follows:
a cable-stayed bridge cable force reliability assessment method based on bridge tower deformation and considering partial cable failure comprises the following steps:
s1, calculating a cable force amplification factor AF considering the failure of part of cables;
s2, establishing a cable force limit state R based on bridge tower deformation;
s3, calculating the cable force reliability index of the residual cables based on the deformation of the bridge tower
Figure 665634DEST_PATH_IMAGE001
。
On the basis of the above technical solution, the S1 specifically includes the following steps:
s11, performing cable breaking treatment on the cables at all positions one by one, and respectively calculating cable force amplification coefficients AF of all the remaining cables corresponding to each cable breaking position; the cable force amplification factor AF can be calculated according to the maximum strain value of the cable after cable breakage in the cable dynamic response stage:
Figure 404920DEST_PATH_IMAGE002
in the formula:
Figure 374013DEST_PATH_IMAGE003
the maximum strain of the inhaul cable in the dynamic response stage;
Figure 342100DEST_PATH_IMAGE004
is the allowable dynamic strain of the cable.
And S12, treating the cable force amplification factor AF as a continuous random variable, and performing parameter estimation on the obtained limited samples of the cable force amplification factor AF on the assumption of the distribution type.
And S13, selecting a specific quantile according to design requirements as a design value of the cable force amplification factor AF.
On the basis of the above technical solution, the S2 specifically includes the following steps:
and S21, sequentially carrying out cable breaking treatment on the stay cables, and selecting the worst section of the bridge tower as an observation section. The curvature coefficient of the worst cross section is used as the damage index of the cross section. Coefficient of curvature
Figure 876986DEST_PATH_IMAGE005
Is defined as:
Figure 272327DEST_PATH_IMAGE006
in the formula (I), the compound is shown in the specification,
Figure 728716DEST_PATH_IMAGE007
is the maximum curvature of the concrete member section;
Figure 749762DEST_PATH_IMAGE008
is the theoretical yield curvature of the concrete member cross section.
S22, adopting a Latin hypercube sampling method to sample the load, and adopting a Monte-Carlo simulation method to obtain a capacity curve family equation of the bridge tower. With the most unfavorable cross-section of the bridge tower
Figure 358729DEST_PATH_IMAGE009
-coefficient of curvature
Figure 439817DEST_PATH_IMAGE005
The curve is taken as the capacity curve of the bridge tower, and the capacity curve equation of the bridge tower is assumed to be a power function. The bridge tower capacity curve equation may be defined as:
Figure 649082DEST_PATH_IMAGE010
in the formula (I), the compound is shown in the specification,
Figure 958971DEST_PATH_IMAGE011
is the bridge tower initial curvature coefficient;
Figure 937292DEST_PATH_IMAGE012
the initial cable force of the stay cable is obtained;a, bare regression parameters.
S23, obtaining a corresponding cable force value data sample according to the limit value of the defined bridge tower curvature coefficient;
and S24, obtaining a cable force limit state based on the deformation of the bridge tower through maximum likelihood estimation. Assuming that the cable force limit state based on the deformation of the bridge tower obeys Weibull distribution, the distribution parameters can be obtained according to the maximum likelihood estimation:
Figure 923702DEST_PATH_IMAGE013
in the formula (I), the compound is shown in the specification,
Figure 370995DEST_PATH_IMAGE014
a maximum likelihood function for parameter estimation;
Figure 468264DEST_PATH_IMAGE015
is a probability density distribution function of a cable force limit state based on bridge tower deformation;
Figure 769932DEST_PATH_IMAGE016
n cable force value data corresponding to the limiting value of the curvature coefficient of the bridge tower.
On the basis of the above technical solution, the S3 specifically includes the following steps:
s31, sampling the structural parameters by adopting a Latin hypercube sampling method to obtain structural parameter samples;
s32, obtaining a cable force demand value D corresponding to each sample by adopting a Monte-Carlo simulation method;
s33, treating the demand value D as a continuous random variable, assuming the distribution type of the demand value D, and performing parameter estimation on the obtained sample of the demand value D;
and S34, obtaining a corresponding reliability index through a Monte-Carlo simulation method according to the cable force limit state R based on the bridge tower deformation defined in S2. Index of reliability of cable force of residual cable
Figure 209135DEST_PATH_IMAGE001
Can be calculated according to the following formula:
Figure 127413DEST_PATH_IMAGE017
in the formula, D is a cable force demand value under a permanent load after a part of the stay cable fails; r is a cable force limit state based on bridge tower deformation;
Figure 762793DEST_PATH_IMAGE001
the corresponding bridge tower failure mode is ductile failure based on the cable force reliability index of the deformation of the bridge tower.
Compared with the prior art, the cable force reliability assessment method for the cable-stayed bridge based on the deformation of the bridge tower is clearer and more mature, and partial cable failure is considered. In addition, the method provided by the invention has certain flexibility and can be applied to cable force reliability evaluation of cable-stayed bridges of different forms.
Drawings
Fig. 1 is a flow chart of cable force reliability evaluation of a cable-stayed bridge based on deformation of a bridge tower, considering partial cable failure.
Detailed Description
The invention is described in detail below with reference to the drawings and the detailed description.
Fig. 1 is a cable force reliability evaluation flow of a cable-stayed bridge based on deformation of a bridge tower, considering failure of a part of cables, comprising the following steps:
s1: and calculating a cable force amplification factor AF considering the failure of part of the stay cables.
After the failure of part of the guy cables, the rest guy cables are in a high-speed strain state. Under the high-speed strain rate, the ultimate stress and the yield stress of the inhaul cable are improved, but the ultimate strain and the yield strain are reduced to a certain extent. In addition, with the increase of the strain rate, the wire breaking tendency of the steel strand before reaching the limit state is increased to a certain extent. The high rate of strain results in a decrease in the ductility of the cable, increased brittleness and a more adverse dynamic response phase to the remaining cable. The mechanical property of the stay cable under power is greatly different from that of the stay cable under static state, and the strain rate effect needs to be considered. The strain rate effect is considered by adopting the Cowper-Symonds constitutive equation:
Figure 450127DEST_PATH_IMAGE018
Figure 512761DEST_PATH_IMAGE019
in the formula (I), the compound is shown in the specification,
Figure 657348DEST_PATH_IMAGE021
is equivalent dynamic yield stress;
Figure 361999DEST_PATH_IMAGE023
is the equivalent static yield stress;
Figure 903838DEST_PATH_IMAGE025
is the strain rate;
Figure 153685DEST_PATH_IMAGE027
is an effective plastic strain;
Figure 780976DEST_PATH_IMAGE029
is plastic hardening modulus, E and
Figure 23738DEST_PATH_IMAGE031
respectively is the elastic modulus of a random reinforced model of the inhaul cable in an online elastic stage and the tangent elastic modulus of the inhaul cable in an elastic-plastic stage; d and q are strain parameters.
Because the cable force redundancy rates of the stay cables at different positions are different when the stay cables at the same position normally work, the cable force amplification coefficients AF of the rest stay cables are different after the stay cables at the same position fail; in addition, the cable failure at different positions can also cause the cable force amplification factor AF of the same cable to have different values. Therefore, the cable force amplification factor AF calculated from the cable at a single position is not representative, and the envelope value in each case is taken as the AF value, which results in waste of material. The uncertainty of the failure position of the stay cable and the strain of the residual stay cable is counted by adopting an enumeration method, the distribution characteristic of the cable force amplification coefficient AF is described by adopting normal distribution, and the mean value and the variation coefficient are calculated according to the numerical simulation result.
The calculation steps of the cable force amplification factor AF can be summarized as follows: 1) carrying out cable breaking treatment on the cables at all positions successively, and respectively calculating the cable force amplification coefficients AF of the rest cables corresponding to each cable breaking position; the cable force amplification factor AF can be calculated according to the maximum strain value of the cable after cable breakage in the cable dynamic response stage:
Figure 685664DEST_PATH_IMAGE002
in the formula:
Figure 106412DEST_PATH_IMAGE003
the maximum strain of the inhaul cable in the dynamic response stage;
Figure 220998DEST_PATH_IMAGE004
is the allowable dynamic strain of the cable.
2) Assuming that the cable force amplification factor AF obeys normal distribution, performing parameter estimation on the obtained limited samples of the cable force amplification factor AF;
3) and selecting a specific quantile as a design value of the cable force amplification factor AF according to design requirements.
S2: and establishing a cable force limit state R based on bridge tower deformation.
When part of the guys are failed, the initial cable force of the rest guys determines the magnitude of unbalanced force and bending-torsion coupling action on the bridge tower, and finally the magnitude is reflected as the curvature increment of the bent section of the bridge tower. The invention adopts the curvature coefficient of the most unfavorable cross section as the damage index of the cross section. For a given cable-stayed bridge, the cable force limit conditions based on the deformation of the pylon are related to the loading load and the limit values of the defined curvature coefficient of the pylon. In view of the fact that the Weibull distribution has the characteristics of both exponential distribution and Rayleigh distribution and is more flexible in fitting data, the invention assumes that the cable force limit state based on bridge tower deformation follows the Weibull distribution.
The steps of establishing the cable force limit state based on the deformation of the bridge tower can be summarized as follows: 1) sequentially carrying out cable breaking treatment on the inhaul cable, and selecting the worst section of the bridge tower as an observation section; the curvature coefficient of the worst cross section is used as the damage index of the cross section. Coefficient of curvature
Figure 1873DEST_PATH_IMAGE005
Is defined as:
Figure 518305DEST_PATH_IMAGE006
in the formula (I), the compound is shown in the specification,
Figure 375533DEST_PATH_IMAGE007
is the maximum curvature of the concrete member section;
Figure 977416DEST_PATH_IMAGE008
is the theoretical yield curvature of the concrete member cross section.
2) Adopting a Latin hypercube sampling method to sample the load and count the uncertainty of the load, and adopting a Monte-Carlo simulation method to obtain a capacity curve family equation of the bridge tower; with the most unfavorable cross-section of the bridge tower
Figure 561981DEST_PATH_IMAGE009
-coefficient of curvature
Figure 683652DEST_PATH_IMAGE005
The curve is taken as the capacity curve of the bridge tower, and the capacity curve equation of the bridge tower is assumed to be a power function. The bridge tower capacity curve equation may be defined as:
Figure 695470DEST_PATH_IMAGE010
in the formula (I), the compound is shown in the specification,
Figure 519070DEST_PATH_IMAGE011
is the bridge tower initial curvature coefficient;
Figure 907326DEST_PATH_IMAGE012
the initial cable force of the stay cable is obtained;a, bare regression parameters.
3) Obtaining corresponding cable force value data according to the limit value of the defined bridge tower curvature coefficient;
4) and obtaining a cable force limit state based on the deformation of the bridge tower through maximum likelihood estimation. Assuming that the cable force limit state based on the deformation of the bridge tower obeys Weibull distribution, the distribution parameters can be obtained according to the maximum likelihood estimation:
Figure 883503DEST_PATH_IMAGE013
in the formula (I), the compound is shown in the specification,
Figure 66223DEST_PATH_IMAGE014
a maximum likelihood function for parameter estimation;
Figure 642698DEST_PATH_IMAGE015
is a probability density distribution function of a cable force limit state based on bridge tower deformation;
Figure 569065DEST_PATH_IMAGE016
n cable force value data corresponding to the limiting value of the curvature coefficient of the bridge tower.
S3: cable force reliability index for calculating residual cables based on bridge tower deformation
Figure 399749DEST_PATH_IMAGE001
。
In the reliability evaluation process, the uncertainty of load, material property and construction error is considered by adopting a Latin hypercube sampling method. The corresponding probability model is derived from probability statistics of original data measured by experiment or equal precision; uncertainties in material properties include uncertainties in material modulus of elasticity, strength; uncertainty in construction errors includes uncertainty in structural member dimensions, position.
The reliability evaluation steps of the inhaul cable can be summarized as follows: 1) sampling structural parameters (including load, material strength and construction error) by adopting a Latin hypercube sampling method to obtain a structural parameter sample; 2) obtaining a cable force demand value D corresponding to each sample by adopting a Monte-Carlo simulation method; 3) assuming that the cable force demand value D obeys log-normal distribution, performing parameter estimation on the obtained limited samples of the cable force demand value D; 4) according to the cable force limit state R based on the deformation of the bridge tower defined in S2, a corresponding cable force reliability index is obtained through a reliability calculation method
Figure 18949DEST_PATH_IMAGE001
. Index of reliability of cable force of residual cable
Figure 817141DEST_PATH_IMAGE001
Can be calculated according to the following formula:
Figure 547200DEST_PATH_IMAGE017
in the formula, D is a cable force demand value under a permanent load after a part of the stay cable fails; r is a cable force limit state based on bridge tower deformation;
Figure 497969DEST_PATH_IMAGE001
the corresponding bridge tower failure mode is ductile failure based on the cable force reliability index of the deformation of the bridge tower.
Final cable force reliability index
Figure 288071DEST_PATH_IMAGE001
The relevant regulations in the unified design standard for the reliability of the highway engineering structure are required to be met; if not, the cable force amplification factor AF needs to be re-valued, and the steps S2 and S3 are repeated until the cable force reliability index is obtained
Figure 307979DEST_PATH_IMAGE001
And the standard requirement is met.
When the power amplification coefficient of the inhaul cable is calculated, the basic combination of the load is adopted, and the uncertainty of the load is not considered; and (3) establishing a cable force limit state based on bridge tower deformation, adopting permanent load when evaluating the reliability of the cable force, and considering the uncertainty of the load. The loading modes of the constant load and the live load are all full-bridge uniform distribution. The invention assumes that the permanent load of the bridge follows normal distribution, and the average value and the variation coefficient of the permanent load are determined by a mathematical statistical method according to observation data.
The present invention is not limited to the above-described embodiments, and it will be apparent to those skilled in the art that various modifications and improvements can be made without departing from the principle of the present invention, and such modifications and improvements are also considered to be within the scope of the present invention. Those not described in detail in this specification are within the skill of the art.

Claims (3)

1. The cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation considering cable breakage is characterized by comprising the following steps of:
s1, calculating a cable force amplification factor AF considering the failure of part of cables;
s2, establishing a cable force limit state based on bridge tower deformation;
the step S2 includes:
1) sequentially carrying out cable breaking treatment on the inhaul cable, and selecting the worst section of the bridge tower as an observation section; taking the curvature coefficient of the bridge tower as a damage index of the section; coefficient of curvature of bridge tower
Figure DEST_PATH_IMAGE001
Is defined as:
Figure DEST_PATH_IMAGE002
in the formula (I), the compound is shown in the specification,
Figure DEST_PATH_IMAGE003
is the maximum curvature of the concrete member section;
Figure DEST_PATH_IMAGE004
is the theoretical yield curvature of the concrete member section;
2) sampling the load by adopting a Latin hypercube sampling method, and obtaining a capacity curve family equation of the bridge tower by adopting a Monte-Carlo simulation method; with the most unfavorable cross-section of the bridge tower
Figure DEST_PATH_IMAGE005
Coefficient of curvature of pylons
Figure 141705DEST_PATH_IMAGE001
The curve is used as the capacity curve of the bridge tower, and the capacity curve equation of the bridge tower is assumed to be a power function; the bridge tower capacity curve equation may be defined as:
Figure DEST_PATH_IMAGE006
in the formula (I), the compound is shown in the specification,
Figure DEST_PATH_IMAGE007
is the bridge tower initial curvature coefficient;
Figure DEST_PATH_IMAGE008
the initial cable force of the stay cable is obtained;a, bis a regression parameter;
3) obtaining corresponding cable force value data according to the limit value of the defined bridge tower curvature coefficient;
4) obtaining a cable force limit state based on bridge tower deformation through maximum likelihood estimation; assuming that the cable force limit state based on the deformation of the bridge tower obeys Weibull distribution, the distribution parameters can be obtained according to the maximum likelihood estimation:
Figure DEST_PATH_IMAGE009
in the formula (I), the compound is shown in the specification,
Figure DEST_PATH_IMAGE010
a maximum likelihood function for parameter estimation;
Figure DEST_PATH_IMAGE011
is a probability density distribution function of a cable force limit state based on bridge tower deformation;
Figure DEST_PATH_IMAGE012
n cable force value data corresponding to the limit value of the curvature coefficient of the bridge tower;
s3, calculating the cable force reliability index of the residual cables based on the deformation of the bridge tower
Figure DEST_PATH_IMAGE013
。
2. The evaluation method according to claim 1, wherein the step S1 includes:
1) carrying out cable breaking treatment on the cables at all positions successively, and respectively calculating the cable force amplification coefficients AF of the rest cables corresponding to each cable breaking position; the cable force amplification factor AF can be calculated according to the maximum strain value of the cable after cable breakage in the cable dynamic response stage:
Figure DEST_PATH_IMAGE014
in the formula:
Figure DEST_PATH_IMAGE015
the maximum strain of the inhaul cable in the dynamic response stage;
Figure DEST_PATH_IMAGE016
is the allowable dynamic strain of the cable;
2) assuming that the cable force amplification factor AF obeys normal distribution, performing parameter estimation on the obtained limited samples of the cable force amplification factor AF;
3) and selecting a specific quantile as a design value of the cable force amplification factor AF according to design requirements.
3. The evaluation method according to claim 1 or 2, wherein the step S3 includes:
1) sampling the structural parameters by adopting a Latin hypercube sampling method to obtain a structural parameter sample;
2) obtaining a cable force demand value D corresponding to each sample by adopting a Monte-Carlo simulation method;
3) assuming that the cable force demand value D obeys log-normal distribution, performing parameter estimation on the obtained limited samples of the cable force demand value D;
4) according to the cable force limit state R based on the bridge tower deformation defined in S2, a corresponding cable force reliability index is obtained through a Monte-Carlo simulation method
Figure 9910DEST_PATH_IMAGE013
(ii) a Index of reliability of cable force of residual cable
Figure 320806DEST_PATH_IMAGE013
Can be calculated according to the following formula:
Figure DEST_PATH_IMAGE017
in the formula, D is a cable force demand value under a permanent load after a part of the stay cable fails; r is a cable force limit state based on bridge tower deformation;
Figure 732327DEST_PATH_IMAGE013
the corresponding bridge tower failure mode is ductile failure based on the cable force reliability index of the deformation of the bridge tower.
CN202110212714.9A 2021-02-25 2021-02-25 Cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation and considering cable breakage Active CN112784347B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202110212714.9A CN112784347B (en) 2021-02-25 2021-02-25 Cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation and considering cable breakage

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202110212714.9A CN112784347B (en) 2021-02-25 2021-02-25 Cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation and considering cable breakage

Publications (2)

Publication Number Publication Date
CN112784347A CN112784347A (en) 2021-05-11
CN112784347B true CN112784347B (en) 2022-05-10

Family

ID=75761865

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202110212714.9A Active CN112784347B (en) 2021-02-25 2021-02-25 Cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation and considering cable breakage

Country Status (1)

Country Link
CN (1) CN112784347B (en)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113239495A (en) * 2021-05-31 2021-08-10 复旦大学 Complex structure reliability design method based on vector hybrid agent model
CN113836658B (en) * 2021-09-17 2024-02-27 中信建筑设计研究总院有限公司 Calculation method for bearing capacity of compression-resistant design of Y-shaped cast steel node
CN115017681B (en) * 2022-05-10 2023-06-23 西北工业大学 Fine analysis method for dynamic characteristics of small-sag inhaul cable

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107357972A (en) * 2017-06-23 2017-11-17 武汉理工大学 A kind of time-varying Fatigue Reliability of bridge cable class component determines method
CN111350276A (en) * 2020-03-25 2020-06-30 中信建筑设计研究总院有限公司 Design method for initial prestress state of spoke type cable bearing grid steel structure
CN111950180A (en) * 2020-08-13 2020-11-17 长沙理工大学 Reliability analysis method and system for cable bearing bridge structure system

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107357972A (en) * 2017-06-23 2017-11-17 武汉理工大学 A kind of time-varying Fatigue Reliability of bridge cable class component determines method
CN111350276A (en) * 2020-03-25 2020-06-30 中信建筑设计研究总院有限公司 Design method for initial prestress state of spoke type cable bearing grid steel structure
CN111950180A (en) * 2020-08-13 2020-11-17 长沙理工大学 Reliability analysis method and system for cable bearing bridge structure system

Also Published As

Publication number Publication date
CN112784347A (en) 2021-05-11

Similar Documents

Publication Publication Date Title
CN112784347B (en) Cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation and considering cable breakage
CN109635385B (en) Part service life prediction method comprehensively considering fatigue strength influence factors
CN109241618B (en) High-cycle bending fatigue life prediction method for composite material structure
CN109190194B (en) Reinforcement calculation method for UHPC flexural member
CN107908879B (en) Method for evaluating fatigue performance of concrete beam bridge
CN111881564B (en) Method for predicting amplitude-variable fatigue life of mechanical structure
CN107478358A (en) A kind of processing of concrete support stress monitoring data and optimization method
CN109784780B (en) Method, device and equipment for evaluating toughness of power system
CN111125945A (en) Method and device for evaluating ultimate wind resistance capability of power transmission line
CN111539124A (en) Method for quantizing normal section bearing capacity of stainless steel reinforced concrete flexural member
CN113536490B (en) Sucker rod fatigue life prediction method and system
CN110501177B (en) Cantilever beam damage identification method based on free end inclination angle influence line curvature
CN113609546B (en) Multi-objective optimization and multi-attribute decision method for CFRP reinforcement of fatigue crack of steel structure
CN114154221A (en) Method and system for predicting time-varying reliability of long-span concrete-filled steel tube arch bridge
CN113111415B (en) Cable-stayed bridge cable force reliability assessment method considering partial cable failure
CN111339710B (en) Concrete solid structure early strength integral judgment method
CN111241731A (en) Transmission conductor shape finding method based on horizontal tension
CN110414179B (en) Cable body damage monitoring method and system for inhaul cable type bridge with main longitudinal beam
CN113158484A (en) Method and system for evaluating stability of transmission tower under geological disaster condition
CN108151943B (en) Frequency method cable force measuring method based on parameter transmission
CN107330234B9 (en) Bridge technical state degradation evaluation method under maintenance state
CN109522570B (en) Concrete fatigue deformation evolution model based on index Weibull equation
CN111610092B (en) Concrete entity structure construction cycle control system
CN108280280A (en) A kind of progressive collapse-resisting performance method for rapidly judging
CN116720368B (en) Method and system for building steel fiber concrete tensile constitutive model

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