CN105865822A - Cable-stayed bridge health monitoring reference model applicable to damage simulation - Google Patents
Cable-stayed bridge health monitoring reference model applicable to damage simulation Download PDFInfo
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- CN105865822A CN105865822A CN201610346200.1A CN201610346200A CN105865822A CN 105865822 A CN105865822 A CN 105865822A CN 201610346200 A CN201610346200 A CN 201610346200A CN 105865822 A CN105865822 A CN 105865822A
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- cable
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- sarasota
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M99/00—Subject matter not provided for in other groups of this subclass
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Abstract
The invention provides a cable-stayed bridge health monitoring reference model applicable to damage simulation. The model mainly comprises longitudinal beams, cross beams, connecting bolts, longitudinal beam web connecting plates, longitudinal beam flange connecting plates, longitudinal and cross beam web connecting plates, longitudinal and cross beam flange connecting plates, a cable bent tower, abutment pier stand columns, an abutment pier cross beam, height-adjustable sliding support seats, limiting bolts, a steel shaft, stay cables, a vertical cable and cable force adjusting bolts, wherein the height-adjustable sliding support seats are arranged between the longitudinal stiffening beams and a cable bent tower cross beam and between the longitudinal stiffening beams and the abutment pier cross beam; the steel shaft and the limiting bolts capable of being screwed in and out are arranged between upper and low cushion plates of the support seats; height adjusting bolts are arranged in the lower cushion plates of the support seats; the cable force adjusting bolts are arranged in positions where the stay cables are connected with a girder. The model can simulate connection damage between the longitudinal beams and the cross beams, can simulate the damage condition of the stay cables, can simulate the transient condition of construction of cable replacement, and can realize the condition of cable-stayed bridge model structure system transformation.
Description
Technical field
The invention belongs to the structural health monitoring technology field of civil engineering, relating to one can damage by model configuration
The cable-stayed bridge health monitoring benchmark model of wound.
Background technology
In recent years, the engineering construction quantity of China's Longspan Bridge and the continuous of scale expand.Bridge structure
Design service life commonly reaches even goes up a century decades, will be by various during very long use
Environmental activity, carload etc. affect, consequently, it is possible to there is affecting the damage of structural behaviour.In order to greatly across
Degree bridge structure is likely to occur in design service life and affect the damage of structural safety and normal use and carry out pre-
Alert and timely disposal, structural health monitoring technology receives the unprecedented concern of engineering circles.Structural health is supervised
Examining system mainly includes following components: on-line monitoring, analysis in real time, damage, state estimation and
Maintenance measures.On-line monitoring and analysis requirement in real time can obtain structure function input and response output truly；
Damage requires the structure inputoutput data that sensor can be utilized to obtain, whether damaging structure
Wound, damage position and degree of injury are identified；State estimation and maintenance measures require the base at damage
On plinth, the current and anticipated performance to bridge structure judges, and provides disposal arrange for guaranteeing that structure normally uses
Execute.Whole health monitoring systems effectively run depend on theory employed in above-mentioned links, technology and
The reasonability of method.Meanwhile, along with the development that health monitoring is theoretical, new theory, technology and method
The most constantly it is introduced in health monitoring systems.The reasonability of theoretical method needed before being applied to Practical Project
Being checked, the quality of distinct methods is also required for a unified judgment criteria and is evaluated.
Theoretical analysis model is to one of effective means that monitoring structural health conditions theoretical method is verified.But,
For the such as large-span cable such as cable-stayed bridge, suspension bridge bolster structural system, owing to structure is complex, merely
The method using theory analysis can not judge the theoretical effectiveness with method of health monitoring accurately, the most very
To being invalid.In this case, above-mentioned theory method is entered by the physical test model setting up labyrinth
Row experimental study seems particularly necessary.Benchmark model is tested the most both at home and abroad, especially about monitoring structural health conditions
The research being Longspan Bridge structural test benchmark model is the most ripe.Existing health monitoring test benchmark
Model mainly includes the frame structure test model for building structure and the beam type for Short/Medium Span Bridge
Bridge test model.Compared to other bridge structure form, Long span Suo Cheng bridge construction is to health monitoring systems
Demand is the most necessary, and the health monitoring theory and technology that research adapts therewith is the most urgent.
Therefore, develop a kind of can model configuration damage cable-stayed bridge health monitoring test benchmark model, not only
It is able to verify that health monitoring new theory, new method hold the effectiveness of application on bridge construction in large-span cable, and
A unified platform and judgment criteria can also be provided for evaluating the good and bad of different theories method, promote greatly across
The development of degree Suo Cheng formula Bridge Health Monitoring Technology.The feature of cable-stayed bridge health monitoring benchmark model includes: 1)
The dynamic and static power performance of true Cable-Stayed Bridge Structure can be reflected；2) common each of cable-stayed bridge can be simulated easily
Plant structural damage；3) different structural-system can be realized by change Boundary Conditions in Structures in the case of necessity oblique
Draw the conversion of bridge.
Summary of the invention
The present invention provide a kind of can model configuration damage cable-stayed bridge health monitoring test benchmark model, its purpose
It is to cable-stayed bridge health monitoring theory and technology by the simulation various damages that are likely to occur of large span stayed-cable bridge
Effectiveness is verified, in solution large span stayed-cable bridge health monitoring simultaneously, different theories method is in evaluation criterion
Skimble-scamble problem.
Technical scheme:
A kind of cable-stayed bridge health monitoring benchmark model that can be used for lesion mimic, including longeron, crossbeam, connection
Bolt, longitudinal-beam web plate connecting plate, longeron edge of a wing connecting plate, in length and breadth web connecting plate, in length and breadth flange of beam are even
Fishplate bar, Sarasota, Sarasota column, Sarasota crossbeam, abutment pier column, abutment pier crossbeam, Height Adjustable slip
Bearing, bearing upper padding plate, bearing lower bolster, height of support adjustable screw, caging bolt, steel axle, oblique pull
Rope, vertical drag-line, Suo Li regulation bolt, anchor plate and groove；
Two side girders are connected by crossbeam, form the girder longitudinally put more energy into；By in length and breadth between longeron and crossbeam
Web connecting plate and in length and breadth flange of beam connecting plate use connecting bolt to connect；Longeron is used between girder sections
Sections web connecting plate and longeron sections edge of a wing connecting plate are connected by connecting bolt；Sarasota is stood by two Sarasotas
Post constitutes and is linked to be entirety by two Sarasota crossbeams, uses connecting bolt between Sarasota crossbeam and Sarasota column
Connect；Abutment pier is connected by connecting bolt by two abutment pier columns and abutment pier crossbeam；Longeron and crossbeam form longitudinal direction
The girder put more energy into is placed on Sarasota crossbeam and abutment pier crossbeam by Height Adjustable sliding support；Height adjustable
The sliding support of joint is regulated spiral shell by bearing upper padding plate, bearing lower bolster, steel axle, caging bolt and height of support
Rotation composition, bearing upper padding plate is connected with longeron, and bearing lower bolster arranges height of support adjustable screw, bearing
Lower bolster is connected with Sarasota crossbeam or abutment pier crossbeam；Arrange between bearing upper padding plate and bearing lower bolster steel axle and
The caging bolt of spinning in and out, bearing lower bolster is reserved with the groove corresponding with caging bolt position；Tiltedly
The two ends of drag-line are connected with girder and Sarasota respectively by anchor plate, and the longeron anchoring that suspension cable is on girder
Arranging Suo Li at Board position and regulate bolt, vertical drag-line is arranged in Sarasota perpendicular.
Cable-stayed bridge health monitoring benchmark model in the present invention can be simulated cable-stayed bridge common structure and be damaged and real
The function of existing Program for structural Transformation, concrete methods of realizing is as follows: regulate bolt by regulation Suo Li, can be with mould
Intend Suo Li reduction, rigidity reduction equivalent damage situation that actual Cable in Cable stayed Bridge causes because of reasons such as corrosions；Logical
Cross the Suo Li regulation bolt removing suspension cable anchored end, any one or multiple skew cables can be removed, this
Suspension cable can be simulated and thoroughly lose the situation of bearing capacity because of the reason such as corrosion, fatigue, simultaneously can also mould
Intend cable-stayed bridge and be replaced transient situation when drag-line is constructed；By removing web connecting plate in length and breadth, permissible
Simulating beam in length and breadth occurs connection damage to cause the situation of crossbeam not Transfer of Shear；Connect by removing flange of beam in length and breadth
Fishplate bar, can simulate beam in length and breadth and occur connection damage to cause crossbeam not transmit the situation of moment of flexure；By screwing out rope
The caging bolt of Height Adjustable sliding support at tower, can be converted to non-slip by Height Adjustable sliding support
Dynamic bearing or hold-down support are simulated bearing in actual bridge and are damaged the situation causing boundary condition to change；
Regulate the vertical drag-line of bolt tensioning by regulating the Suo Li of vertical stay cable end, adjust spiral shell by rotary support height
Rotation makes disengaging with longeron of bearing, thus by half floating system, cable-stayed bridge is converted to fully floating system, it is achieved
The function of stayed-cable bridge structure system conversion.
The advantage of the present invention is embodied in can simulate that suspension cable damages, one or more suspension cable loses completely
Effect and cable-stayed bridge change the temporary condition of rope；Crossbeam can be simulated and cannot transmit the beam in length and breadth of moment of flexure or shearing
There is to connect the situation of damage；Cable-stayed bridge bearing can be simulated and damage the situation causing boundary condition to change；Can
To realize Cable-stayed Bridge Model conversion between half floating and full floating structure system.This invention can be engineering
Technical staff studies large span stayed-cable bridge health monitoring theoretical method, evaluates the good and bad of distinct methods and provides one
Strong instrument.
Accompanying drawing explanation
Fig. 1 is the elevation of cable-stayed bridge health monitoring test benchmark model half-bridge.
Fig. 2 is the plane graph of cable-stayed bridge health monitoring test benchmark model half-bridge.
Fig. 3 is the A-A profile of cable-stayed bridge health monitoring test benchmark model in Fig. 1.
Fig. 4 is the B-B profile of cable-stayed bridge health monitoring test benchmark model in Fig. 1.
Fig. 5 is that in cable-stayed bridge health monitoring test benchmark model, longeron sections connects connection detail.
Fig. 6 is beam connecting node detail drawing in length and breadth in cable-stayed bridge health monitoring test benchmark model.
Fig. 7 is Sarasota horizontal beam connecting node detail drawing in cable-stayed bridge health monitoring test benchmark model.
Fig. 8 is that benchmark model middle girder anchor-hold connection detail is tested in cable-stayed bridge health monitoring.
Fig. 9 is to draw Sarasota and abutment pier sliding support detail drawing in bridge health monitoring test benchmark model.
In figure: 1 longeron；2 crossbeams；3 connecting bolts；4 longitudinal-beam web plate connecting plates；5 longeron edge of a wing connecting plates；
6 web connecting plates in length and breadth；7 flange of beam connecting plates in length and breadth；8 Sarasotas；9 Sarasota columns；10 Sarasota crossbeams；
11 abutment pier columns；12 abutment pier crossbeams；13 Height Adjustable sliding supports；14 bearing upper padding plates；15
Seat lower bolster；16 height of support adjustable screws；17 caging bolts；18 steel axles；19 suspension cables；20 is vertical
Drag-line；21 Suo Li regulate bolt；22 anchor plates；23 grooves.
Detailed description of the invention
The detailed description of the invention of the present invention is described in detail below in conjunction with technical scheme and accompanying drawing.
Step 1: the general layout situation of the realistic bridges girder construction simulated as required, uses dimensional analysis method
Suitable model and the prototype likelihood ratio is determined etc. the theory of similarity, so that it is determined that cable-stayed bridge health monitoring test benchmark
The dimensional parameters of each component of model；
Step 2: two side girders 1 are attached by crossbeam 2, use the soffit of girder in length and breadth between longeron 1 and crossbeam 2
Plate connecting plate 6 and in length and breadth flange of beam connecting plate 7 are attached by connecting bolt 3, constitute beam in length and breadth and connect
Connect node；
Step 3: be connected by longeron sections web connecting plate 4 and the longeron sections edge of a wing even between girder sections
Fishplate bar 5 is attached by connecting bolt 3, and trussed stringer sections connects node；
Step 4: Sarasota 8 is made up of Sarasota column 9 and Sarasota crossbeam 10, Sarasota crossbeam 10 and Sarasota column
Connecting bolt 3 is used to be attached between 9；Abutment pier by abutment pier column 11 and abutment pier crossbeam 12 by connecting spiral shell
Bolt 3 is attached；
Step 5: the longitudinal stiffening girder that longeron 1 and crossbeam 2 are formed leads to Height Adjustable sliding support 13 to be put
Put on Sarasota crossbeam 10 with abutment pier crossbeam 12.Bearing upper padding plate 14 is connected with longeron 1, bearing lower bolster
15 are connected with Sarasota crossbeam 10 or abutment pier crossbeam 12 by height of support adjustable screw 16.Bearing upper padding plate
Steel axle 18 and can be with the caging bolt 17 of spinning in and out is set between 14 and bearing lower bolster 15；
Step 6: suspension cable 19 is coupled together with longeron 1 and Sarasota column 9 by anchor plate 22 respectively, shape
Become at girder anchor-hold node and Sarasota anchor-hold node, and girder anchor-hold node, to arrange Suo Li and adjust
Joint bolt 21；Vertically drag-line 20 is arranged in Sarasota 8 vertical plane；
Step 7: by removing flange of beam connecting plate 7 in length and breadth, longeron 1 can be simulated and be connected with crossbeam 2
The situation of moment of flexure is not transmitted in damage.By removing web connecting plate 6 in length and breadth, longeron 1 and crossbeam can be simulated
2 occur to connect the situation damaging not Transfer of Shear；
Step 8: regulate bolt 21 by the Suo Li of regulation suspension cable 19 end, actual cable-stayed bridge can be simulated
The Suo Li that middle suspension cable 19 causes because of reasons such as corrosions reduces, rigidity reduces equivalent damage situation；By removing rope
Power regulation bolt 21, can remove any one or multiple skew cables 19, and this can simulate suspension cable 19
Because the reason such as corrosion, fatigue thoroughly loses the situation of bearing capacity, cable-stayed bridge can also be simulated simultaneously and carry out more
Change transient situation when suspension cable 19 is constructed；
Step 9: by screwing out caging bolt 17 and snapping in the groove of bearing lower bolster 15 correspondence position 23,
Height Adjustable sliding support 13 can be converted to non-slip bearing or hold-down support is simulated in actual bridge
Bearing damage causes the situation that boundary condition changes；Regulate by regulating the Suo Li of vertical drag-line 20 end
The vertical drag-line of bolt 21 tensioning 20, adjusts spiral 16 to make Height Adjustable slip prop up by rotary support height
Seat 13 disengages with longeron 1, thus by half floating system, cable-stayed bridge is converted to fully floating system, it is achieved conversion
The function of Cable-stayed Bridge Model structural system.
Claims (1)
1. the cable-stayed bridge health monitoring benchmark model that can be used for lesion mimic, it is characterised in that this cable-stayed bridge is healthy
Monitoring criteria model include longeron, crossbeam, connecting bolt, longitudinal-beam web plate connecting plate, longeron edge of a wing connecting plate,
Web connecting plate, in length and breadth flange of beam connecting plate, Sarasota, Sarasota column, Sarasota crossbeam, abutment pier stand in length and breadth
Post, abutment pier crossbeam, Height Adjustable sliding support, bearing upper padding plate, bearing lower bolster, height of support
Adjustable screw, caging bolt, steel axle, suspension cable, vertical drag-line, Suo Li regulation bolt, anchor plate and recessed
Groove；
Two side girders are connected by crossbeam, form the girder longitudinally put more energy into；By in length and breadth between longeron and crossbeam
Web connecting plate and in length and breadth flange of beam connecting plate use connecting bolt to connect；Longeron is used between girder sections
Sections web connecting plate and longeron sections edge of a wing connecting plate are connected by connecting bolt；Sarasota is stood by two Sarasotas
Post constitutes and is linked to be entirety by two Sarasota crossbeams, uses connecting bolt between Sarasota crossbeam and Sarasota column
Connect；Abutment pier is connected by connecting bolt by two abutment pier columns and abutment pier crossbeam；Longeron and crossbeam form longitudinal direction
The girder put more energy into is placed on Sarasota crossbeam and abutment pier crossbeam by Height Adjustable sliding support；Height adjustable
The sliding support of joint is regulated spiral shell by bearing upper padding plate, bearing lower bolster, steel axle, caging bolt and height of support
Rotation composition, bearing upper padding plate is connected with longeron, and bearing lower bolster arranges height of support adjustable screw, bearing
Lower bolster is connected with Sarasota crossbeam or abutment pier crossbeam；Arrange between bearing upper padding plate and bearing lower bolster steel axle and
The caging bolt of spinning in and out, bearing lower bolster is reserved with the groove corresponding with caging bolt position；Tiltedly
The two ends of drag-line are connected with girder and Sarasota respectively by anchor plate, and the longeron anchoring that suspension cable is on girder
Arranging Suo Li at Board position and regulate bolt, vertical drag-line is arranged in Sarasota perpendicular.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610346200.1A CN105865822B (en) | 2016-05-23 | 2016-05-23 | A kind of cable-stayed bridge health monitoring benchmark model available for lesion mimic |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610346200.1A CN105865822B (en) | 2016-05-23 | 2016-05-23 | A kind of cable-stayed bridge health monitoring benchmark model available for lesion mimic |
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| CN105865822A true CN105865822A (en) | 2016-08-17 |
| CN105865822B CN105865822B (en) | 2018-06-08 |
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Cited By (5)
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|---|---|---|---|---|
| CN108560421A (en) * | 2018-03-15 | 2018-09-21 | 大连理工大学 | A kind of bridge cable Suo Li temperature compensator mounting devices |
| CN110211480A (en) * | 2019-06-04 | 2019-09-06 | 大连海事大学 | A kind of long-span cablestayed bridges model applied to BIM teaching |
| CN111855129A (en) * | 2020-08-11 | 2020-10-30 | 大连理工大学 | Wind-induced vibration test device for overlong stay cable aeroelastic model in natural wind field |
| CN114563200A (en) * | 2022-01-26 | 2022-05-31 | 河海大学 | Assembled large-span cable-stayed bridge power test system |
| CN114858382A (en) * | 2022-04-26 | 2022-08-05 | 西南交通大学 | Cable-stayed bridge modal transition test testing device and modal transition analysis method |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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| CN110211480A (en) * | 2019-06-04 | 2019-09-06 | 大连海事大学 | A kind of long-span cablestayed bridges model applied to BIM teaching |
| CN111855129A (en) * | 2020-08-11 | 2020-10-30 | 大连理工大学 | Wind-induced vibration test device for overlong stay cable aeroelastic model in natural wind field |
| CN114563200A (en) * | 2022-01-26 | 2022-05-31 | 河海大学 | Assembled large-span cable-stayed bridge power test system |
| CN114563200B (en) * | 2022-01-26 | 2022-12-20 | 河海大学 | Assembled large-span cable-stayed bridge power test system |
| CN114858382A (en) * | 2022-04-26 | 2022-08-05 | 西南交通大学 | Cable-stayed bridge modal transition test testing device and modal transition analysis method |
| CN114858382B (en) * | 2022-04-26 | 2023-02-03 | 西南交通大学 | Cable-stayed bridge modal transition test testing device and modal transition analysis method |
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| CN105865822B (en) | 2018-06-08 |
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