CN108319767A - The method of suspension bridge sunpender stress assessment based on traveling load - Google Patents
The method of suspension bridge sunpender stress assessment based on traveling load Download PDFInfo
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- CN108319767A CN108319767A CN201810059270.8A CN201810059270A CN108319767A CN 108319767 A CN108319767 A CN 108319767A CN 201810059270 A CN201810059270 A CN 201810059270A CN 108319767 A CN108319767 A CN 108319767A
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- 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]
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L1/00—Measuring force or stress, in general
- G01L1/06—Measuring force or stress, in general by measuring the permanent deformation of gauges, e.g. of compressed bodies
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
- G01L5/04—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes for measuring tension in flexible members, e.g. ropes, cables, wires, threads, belts or bands
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- 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
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- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
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Abstract
The method for the suspension bridge sunpender stress assessment based on traveling load that the present invention provides a kind of, first with acquisition system, enable traveling load in some position of bridge floor, obtain the different actual strain values of different sunpenders, then finite element model is established, it obtains under nondestructive state, traveling load is in some position of bridge floor, the different theories strain value of different sunpenders；By comparing actual stress value and theoretical stress value, then by the changing rule comparative analysis of actual stress value and theoretical stress value, suspension bridge sunpender is assessed.Sunpender entirety stress and stress variable quantity can be obtained using the technical program, effectively assess the stress of sunpender.
Description
Technical field
The present invention relates to a kind of detection technique field of suspension bridge sunpender, in particular to a kind of suspension cables based on traveling load
The method of bridge crane bar stress assessment.
Background technology
Have much to the detection of drag-line and monitoring method at present, mainly there is artificial ocular estimate, ray detection method, magnetic leakage inspection
Survey method method, magnetic striction wave guide detection method, Suo Li detection methods, acoustic emission monitor(ing) method, vibratory drilling method and optical fiber Bragg grating sensing
Device monitoring method etc..In suspension bridge does the assessment of sunpender stress performance, artificial ocular estimate and Suo Li detection methods are the most commonly used.Artificial mesh
Survey method is people's early stage most common drag-line detection method, mainly by estimate the appearance of drag-line protective layer whether have it is damaged and
Cracking decides whether to open whether sheath detection drag-line has the case where fracture of wire and corrosion.Suo Li detection methods are the bases according to drag-line
Frequently, Cable power is obtained according to Chord vibration theory.Suo Li calculation formula are T=4mL2f2, wherein m is unit linear mass, and L is
Guy cable length, f are drag-line fundamental frequency, and correction formula is had during use.
But for the steel sunpender cable bridge that early stage builds, the method manually estimated can only find out the flexural deformation of sunpender, not
It can obtain the stressing conditions of sunpender.And Bridge Design is more remote, and using steel sunpender, the Suo Li based on steel strand wires is theoretical
It cannot all be applicable in, the stress evaluation work of sunpender just seems extremely urgent.
Invention content
It is an object of the invention to overcome above-mentioned deficiency in the prior art, a kind of suspension bridge based on traveling load is provided
The method of sunpender stress assessment realizes effectively assessment sunpender stress.
The suspension bridge sunpender stress based on traveling load that in order to solve the above technical problem, the present invention provides a kind of
The method of assessment, including strain device, real data acquisition system, gross data acquisition system, numerical value comparing unit；The reason
It is specially the finite element model under nondestructive state by data collecting system；The strain device is separately connected real data acquisition system
System and gross data acquisition system；The numerical value comparing unit is separately connected the real data acquisition system and gross data is adopted
Collecting system；Traveling load moves on the bridge floor of suspension bridge；Specific appraisal procedure includes the following steps：
The strain device is set on the sunpender of suspension bridge by step 1；
Step 2, when traveling load is located at a certain position of bridge floor, the real data acquisition system acquisition difference is hung
Different actual strain value ε corresponding to bar；
The sunpender is numbered；First side sunpender is from one end of suspension bridge to the other end with D1-1, D2-
1Dn-1 is numbered, and numbers to n-th sunpender of the first side sunpender；The second side sunpender from suspension bridge one
End is numbered to the other end with D1-2, D2-2Dn-2, is numbered to n-th sunpender of the second side sunpender；If
Set strained channel m items；
If m >=n, traveling load pass sequentially through respectively suspension bridge the first side and the second side one end to the other end and according to
It is secondary to be loaded, it stops 2 minutes, strain device obtains the actual strain value ε of the first side and all sunpenders of the second side；
If m<All sunpenders of first side and the second side, then is respectively classified into two groups or more sunpender group by n, every group
Sunpender group has a (a≤m) a sunpender；Carry out following steps：
1) it is loaded, is stopped successively when traveling load passes through each sunpender from one end of the first side of suspension bridge to the other end
It stays 2 minutes, strain device obtains the actual strain value ε, repeats to Da- 1 sunpender obtains actual strain value ε；
2) sunpender group is replaced, traveling load is moved to other than bridge, is reset to channel balance, respectively to sunpender group Da+1-1
To D2a-1、D2a+1- 1 to D3a-1、D3a+1- 1 to D4a- 1 repeats 1) step, obtains the reality of all sunpenders in the first side
Border strain value ε；
3) the actual strain value ε for repeating step 1), 2), 3) obtaining all sunpenders of the second side；
All obtained actual strain value ε are sent to digital comparator；
Step 3, when traveling load is located at a certain position of bridge floor, the gross data acquisition system acquisition difference is hung
Different theories strain value ε ＇ corresponding to bar, and obtained theoretical strain value ε ＇ are sent to digital comparator；
Step 4, the digital comparator actual strain value ε, theoretical strain value ε ＇, is obtained by formula (1)
Ratio K
If 90%≤k≤110%, judge that sunpender stress is normal；If 60%≤k<90% or 110%<K≤150%, then
Judge that sunpender stress is normal；If k<60%, then judge that boom sections participate in stress or are all not involved in stress；If 150%<
K≤200% then judges that sunpender stress significantly increases；If k>200%, then judge that sunpender stress is abnormal, stress deviates considerably from
Original design stress.
In a preferred embodiment, the strain device is specially vertically and horizontally foil gauge, and the strain gauge adhesion is in institute
It states on sunpender.
In a preferred embodiment, the real data acquisition system is specially static strain testing system and network point
Cloth synchronous.
In a preferred embodiment, the bridge structure that the finite element model fully complies with the suspension bridge is established.
In a preferred embodiment, the traveling load is specially mobile vehicle load.
Compared to the prior art, technical scheme of the present invention has following advantageous effect：
Proposed by the invention is simple and easily operated based on traveling load sunpender stress appraisal procedure implementation process；
Different from traditional detection method there are many restrictions, appraisal procedure proposed by the present invention to be suitable for all kinds of steel suspension bridge cable bridges, and accurate
Really obtain the stressing conditions of sunpender.Sunpender entirety stress and stress variable quantity can be specifically obtained, so as to effectively comment
The force analysis of the stress for estimating sunpender, the steel sunpender cable bridge and modern steel strand wires sunpender cable bridge built to early stage has very well
Reference value.
Description of the drawings
Fig. 1 is preferred embodiment of the present invention middle hanger layout drawing；
Fig. 2 is the foil gauge location drawing in the preferred embodiment of the present invention；
Fig. 3 is vehicle layout drawing under the first side sunpender in the preferred embodiment of the present invention；
Fig. 4 is vehicle layout drawing under the second side sunpender in the preferred embodiment of the present invention；
Fig. 5 is longitudinal direction of car load numerical value figure in the preferred embodiment of the present invention；
Fig. 6 is finite element model bridge overall structure diagram in the preferred embodiment of the present invention；
Fig. 7 is that vehicle loads sunpender actual measurement strain value curve graph under D16-1 in the preferred embodiment of the present invention；
Fig. 8 is that vehicle loads sunpender theory strain value curve graph under D16-1 in the preferred embodiment of the present invention.
Specific implementation mode
Below in conjunction with the drawings and specific embodiments, the present invention will be further described.
A method of the suspension bridge sunpender stress assessment based on traveling load uses strain device, actual number
According to acquisition system, gross data acquisition system, numerical value comparing unit；The strain device is specially vertically and horizontally foil gauge, described
Strain gauge adhesion is on the sunpender.The real data acquisition system is specially static strain testing system and network distribution type
Synchronous；The gross data acquisition system is specially the finite element model under nondestructive state, the finite element model
The bridge structure for fully complying with the suspension bridge is established；The strain device is separately connected real data acquisition system and theoretical value
According to acquisition system；The numerical value comparing unit is separately connected the real data acquisition system and gross data acquisition system；Institute
It is specially mobile vehicle load to state traveling load, and mobile vehicle load moves on the bridge floor of suspension bridge；
In this example, it is assumed that the suspension bridge is the flexible suspension bridge of a wide 6.2m, across footpath 284m, full-bridge is shared
108 sunpenders, i.e. the first side and the second side are respectively arranged with 54 sunpenders, and the specification of bridge is varied, provided by the invention
Appraisal procedure is applicable in the bridge of various specifications, and the present embodiment is only illustrated one of which specification, cannot limit this hair with bridge specification
Bright protection domain.Specific appraisal procedure includes the following steps：
Step 1, by strain gauge adhesion on the sunpender；
Step 2, when traveling load is located at a certain position of bridge floor, the real data acquisition system acquisition difference is hung
Different actual strain value ε corresponding to bar；Specific acquisition actual strain value ε methods are as follows：
As shown in Fig. 1 to 2, the sunpender is numbered；Since citing bed rearrangement bridge shares 108 sunpenders, so the
Side sunpender is from one end of suspension bridge to the other end with D1-1、D2-1······D54- 1 is numbered, number to first
54th sunpender of side sunpender；The second side sunpender is from one end of suspension bridge to the other end with D1-2、D2-2······D54-
2 are numbered, and number to the 54th sunpender of the second side sunpender；It is 9 that strained channel, which is arranged, and the quantity specifications of strained channel are more
Kind various, the present embodiment is only illustrated one of which specification, cannot limit protection scope of the present invention with strained channel quantity；
Since the present embodiment citing strained channel is 9, then it cannot achieve while obtain the same side all i.e. 54 hang
The actual strain value ε of bar；If due strained channel has 54, then the reality of all sunpenders in the same side can be obtained simultaneously
Strain value ε, that is, allow mobile vehicle load pass sequentially through respectively suspension bridge the first side and the second side one end to the other end and according to
It is secondary to be loaded, it stops 2 minutes, foil gauge obtains the actual strain value ε of the first side and all sunpenders of the second side；Vehicle loads position
It sets with reference to figure 3 to 5；
According to bridge and strained channel that the present embodiment is illustrated, then need to distinguish on all sunpenders of the first side and the second side
It is divided into 6 groups of sunpender groups, every group of sunpender group there are 9 sunpenders；Carry out following steps：
1) it is loaded, is stopped successively when traveling load passes through each sunpender from one end of the first side of suspension bridge to the other end
It stays 2 minutes, strain device obtains the actual strain value ε, from D1- 1 sunpender starts to repeat to D9- 1 sunpender is practical to be answered
Variate ε；
2) sunpender group is replaced, traveling load is moved to other than bridge, is reset to channel balance, respectively to sunpender group D10- 1 to
D18-1、D19- 1 to D27-1、D28- 1 to D36-1、D37- 1 to D45-1、D46- 1 to D54- 1 repeats 1) step, and it is all to obtain the first side
The actual strain value ε of sunpender；
3) the actual strain value ε for repeating step 1), 2), 3) obtaining all sunpenders of the second side；
All obtained actual strain value ε are sent to digital comparator；
Step 3, when traveling load is located at a certain position of bridge floor, the gross data acquisition system acquisition difference is hung
Different theories strain value ε ＇ corresponding to bar, and obtained theoretical strain value ε ＇ are sent to digital comparator；
In the present embodiment, Suspension bridge structure finite element model is established using Midas civil softwares, main push-towing rope and
Sunpender uses cable elements, the structures such as girder to be established using beam element, and model fully complies with practical bridge structure and builds up, and sees figure
6.Bridge structure shares 1202 nodes, 3127 units, wherein 2459 beam elements, 446 plate units, 222 cable elements.
Bottom of tower and main push-towing rope anchored end are all made of full consolidation.For Excitations for Long Span Suspension bridge structure, dead weight occupies bridge structure lotus
The main part carried, the entire dead load of this bridge are the initial stress of the sunpender and main push-towing rope relied on to undertake, therefore
The initial stress of decision structure main push-towing rope and sunpender be establish the mostly important part of bridge baseline finite element model, that is, we
The initial equilibrium conditions often said.Determine this initial equilibrium conditions, final is so that bridge floor calculates line style close to Cheng Qiaoshe
Line style is counted, initial calculation strain designs strain value close at bridge.
Step 4, the digital comparator actual strain value ε, theoretical strain value ε ＇, is obtained by formula (1)
Ratio K
If 90%≤k≤110%, judge that sunpender stress is normal；If 60%≤k<90% or 110%<K≤150%, then
Judge that sunpender stress is normal；If k<60%, then judge that boom sections participate in stress or are all not involved in stress；If 150%<
K≤200% then judges that sunpender stress significantly increases；If k>200%, then judge that sunpender stress is abnormal, stress deviates considerably from
Original design stress.
With reference to figure 7,8, it can be seen that bridge meets vehicle rear axle position sunpender stress maximum in the ideal situation, remaining
Sunpender participates in the characteristics of cooperative bearing, and stress curve is even variation.In comparison, bridge sunpender under load action
Actual measurement strain is just more chaotic, and the part sunpender at load position is to bear its load that should be born, but by other
Sunpender is born, and unbalance stress.Under Vehicle Load, theoretical maximum strain increment is 25, the maximum strain surveyed
Increment is 206, then the ratio for surveying strain value and theoretical strain value is i.e. k=824%, therefore can determine whether that the sunpender stress is abnormal.
According to initial bridge construction stage and the stressing conditions comparative analysis under the load effect outside of the bridge crane bar at this stage, it is possible to determine that the bridge
Stress has occurred that prodigious change.
The foregoing is only a preferred embodiment of the present invention, but the present invention design concept be not limited thereto,
Any one skilled in the art in the technical scope disclosed by the present invention, using this design carries out the present invention non-
Substantive change belongs to the behavior for invading the scope of the present invention.
Claims (5)
1. it is a kind of based on traveling load suspension bridge sunpender stress assessment method, it is characterised in that including strain device,
Real data acquisition system, gross data acquisition system, numerical value comparing unit；The gross data acquisition system is specially lossless
Finite element model under state；The strain device is separately connected real data acquisition system and gross data acquisition system；Institute
It states numerical value comparing unit and is separately connected the real data acquisition system and gross data acquisition system；Traveling load is in suspension bridge
Bridge floor on move；Specific appraisal procedure includes the following steps：
The strain device is set on the sunpender of suspension bridge by step 1；
Step 2, when traveling load is located at a certain position of bridge floor, the real data acquisition system acquires different sunpender institutes
Corresponding difference actual strain value ε；
The sunpender is numbered；First side sunpender is from one end of suspension bridge to the other end with D1-1, D2-
1Dn-1 is numbered, and numbers to n-th sunpender of the first side sunpender；The second side sunpender from suspension bridge one
End is numbered to the other end with D1-2, D2-2Dn-2, is numbered to n-th sunpender of the second side sunpender；If
Set strained channel m items；
If m >=n, traveling load pass sequentially through respectively suspension bridge the first side and the second side one end to the other end and successively into
Row load, stops 2 minutes, strain device obtains the actual strain value ε of the first side and all sunpenders of the second side；
If m<All sunpenders of first side and the second side are then respectively classified into two groups or more sunpender group, every group of sunpender by n
Group has a (a≤m) a sunpender；Carry out following steps：
1) it is loaded successively when traveling load passes through each sunpender from one end of the first side of suspension bridge to the other end, stops 2
Minute, strain device obtains the actual strain value ε, repeats to Da- 1 sunpender obtains actual strain value ε；
2) sunpender group is replaced, traveling load is moved to other than bridge, is reset to channel balance, respectively to sunpender group Da+1- 1 to D2a-
1、D2a+1- 1 to D3a-1、D3a+1- 1 to D4a1) step, the reality for obtaining all sunpenders in the first side are answered for -1 repetition
Variate ε；
3) the actual strain value ε for repeating step 1), 2), 3) obtaining all sunpenders of the second side；
All obtained actual strain value ε are sent to digital comparator；
Step 3, when traveling load is located at a certain position of bridge floor, the gross data acquisition system acquires different sunpender institutes
Corresponding different theories strain value ε ＇, and obtained theoretical strain value ε ＇ are sent to digital comparator；
Step 4, the digital comparator actual strain value ε, theoretical strain value ε ＇, ratio is obtained by formula (1)
K
If 90%≤k≤110%, judge that sunpender stress is normal；If 60%≤k<90% or 110%<K≤150% then judges
Sunpender stress is normal；If k<60%, then judge that boom sections participate in stress or are all not involved in stress；If 150%<k≤
200%, then judge that sunpender stress significantly increases；If k>200%, then judge that sunpender stress is abnormal, stress deviates considerably from original
Surely stress is designed.
2. the method for the suspension bridge sunpender stress assessment according to claim 1 based on traveling load, feature exist
It is specially vertically and horizontally foil gauge in, the strain device, the strain gauge adhesion is on the sunpender.
3. the method for the suspension bridge sunpender stress assessment according to claim 1 based on traveling load, feature exist
In the real data acquisition system is specially static strain testing system and network distribution type synchronous.
4. the method for the suspension bridge sunpender stress assessment according to claim 1 based on traveling load, feature exist
In the bridge structure that the finite element model fully complies with the suspension bridge is established.
5. the method for the suspension bridge sunpender stress assessment according to claim 1 based on traveling load, feature exist
In the traveling load is specially mobile vehicle load.
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| CN201810059270.8A CN108319767B (en) | 2018-01-22 | 2018-01-22 | Method for evaluating stress state of suspension bridge suspender based on moving load |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110820520A (en) * | 2019-11-06 | 2020-02-21 | 北京建筑大学 | Method and device for calculating fatigue life of suspension cable of suspension bridge |
| CN110907299A (en) * | 2019-11-21 | 2020-03-24 | 中国矿业大学 | Main cable multipoint variable load bending fatigue monitoring device and monitoring method thereof |
| CN111366349A (en) * | 2020-03-09 | 2020-07-03 | 河海大学 | Large-span suspension bridge power test device with dynamically adjustable mass |
| CN111553003A (en) * | 2020-04-03 | 2020-08-18 | 中交第二航务工程局有限公司 | Visual large-span cable-stayed bridge cable evaluation method based on data driving |
| CN113626951A (en) * | 2021-08-16 | 2021-11-09 | 中国大唐集团科学技术研究院有限公司中南电力试验研究院 | Method for evaluating stress state of variable-force spring hanger |
| CN114707202A (en) * | 2022-01-28 | 2022-07-05 | 中国建筑第五工程局有限公司 | Method and system for optimally designing arch bridge with suspender under mobile load |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2006097632A1 (en) * | 2005-03-17 | 2006-09-21 | Freyssinet | Method for detecting a rupture inside a structure and system for implementing said method |
| CN102297770A (en) * | 2011-05-13 | 2011-12-28 | 东南大学 | Health monitoring method for identifying damaged cable and supporting-base angular displacement based on spatial coordinate monitoring |
| CN104713740A (en) * | 2015-03-17 | 2015-06-17 | 天津市市政工程研究院 | Method for fast assessment on bearing capacity of bridge based on moving load test |
| CN105973627A (en) * | 2016-05-26 | 2016-09-28 | 东南大学 | Long-gauge-length-strain-influence-envelope-based bridge damage identification method |
| CN107016194A (en) * | 2017-04-07 | 2017-08-04 | 东南大学 | Bridge cable system deterioration method for analyzing performance based on multi-scale finite Meta Model |
| CN107092735A (en) * | 2017-04-07 | 2017-08-25 | 东南大学 | A kind of bridge fatigue state appraisal procedure |
-
2018
- 2018-01-22 CN CN201810059270.8A patent/CN108319767B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2006097632A1 (en) * | 2005-03-17 | 2006-09-21 | Freyssinet | Method for detecting a rupture inside a structure and system for implementing said method |
| CN102297770A (en) * | 2011-05-13 | 2011-12-28 | 东南大学 | Health monitoring method for identifying damaged cable and supporting-base angular displacement based on spatial coordinate monitoring |
| CN104713740A (en) * | 2015-03-17 | 2015-06-17 | 天津市市政工程研究院 | Method for fast assessment on bearing capacity of bridge based on moving load test |
| CN105973627A (en) * | 2016-05-26 | 2016-09-28 | 东南大学 | Long-gauge-length-strain-influence-envelope-based bridge damage identification method |
| CN107016194A (en) * | 2017-04-07 | 2017-08-04 | 东南大学 | Bridge cable system deterioration method for analyzing performance based on multi-scale finite Meta Model |
| CN107092735A (en) * | 2017-04-07 | 2017-08-25 | 东南大学 | A kind of bridge fatigue state appraisal procedure |
Non-Patent Citations (3)
| Title |
|---|
| 宗周红 等: "大跨径连续刚构桥安全性评估的综合分析方法", 《铁道学报》 * |
| 朱三凡: "独塔单索面自锚式悬索桥基准有限元模型", 《福建建筑》 * |
| 王若林: "桥梁实时在线检测与健康监测若干问题研究", 《中国优秀博硕士学位论文全文数据库 (博士) 工程科技Ⅱ辑》 * |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110820520A (en) * | 2019-11-06 | 2020-02-21 | 北京建筑大学 | Method and device for calculating fatigue life of suspension cable of suspension bridge |
| CN110820520B (en) * | 2019-11-06 | 2021-04-20 | 北京建筑大学 | Method and device for calculating fatigue life of suspension cable of suspension bridge |
| CN110907299A (en) * | 2019-11-21 | 2020-03-24 | 中国矿业大学 | Main cable multipoint variable load bending fatigue monitoring device and monitoring method thereof |
| CN111366349A (en) * | 2020-03-09 | 2020-07-03 | 河海大学 | Large-span suspension bridge power test device with dynamically adjustable mass |
| CN111366349B (en) * | 2020-03-09 | 2021-06-01 | 河海大学 | Large-span suspension bridge power test device with dynamically adjustable mass |
| CN111553003A (en) * | 2020-04-03 | 2020-08-18 | 中交第二航务工程局有限公司 | Visual large-span cable-stayed bridge cable evaluation method based on data driving |
| CN111553003B (en) * | 2020-04-03 | 2023-01-31 | 中交第二航务工程局有限公司 | Visual large-span cable-stayed bridge cable evaluation method based on data driving |
| CN113626951A (en) * | 2021-08-16 | 2021-11-09 | 中国大唐集团科学技术研究院有限公司中南电力试验研究院 | Method for evaluating stress state of variable-force spring hanger |
| CN114707202A (en) * | 2022-01-28 | 2022-07-05 | 中国建筑第五工程局有限公司 | Method and system for optimally designing arch bridge with suspender under mobile load |
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