CN101393576A - Method for eliminating influence of cable regulation temperature and temporary loading for cable stayed bridge - Google Patents
Method for eliminating influence of cable regulation temperature and temporary loading for cable stayed bridge Download PDFInfo
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- CN101393576A CN101393576A CNA2008100469428A CN200810046942A CN101393576A CN 101393576 A CN101393576 A CN 101393576A CN A2008100469428 A CNA2008100469428 A CN A2008100469428A CN 200810046942 A CN200810046942 A CN 200810046942A CN 101393576 A CN101393576 A CN 101393576A
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Abstract
The invention relates to a method for eliminating cable regulating temperature and temporary load influence for a cable stayed bridge, and relates to a cable force regulating technique for a stayed cable, in particular to a method for eliminating cable regulating temperature and temporary load influence. By using a cable length difference value as a cable regulating basis, the method comprises the following steps: calculating cable length, cable force and elastic stretching of a Cn-type stay cable before regulating the cable; subtracting the elastic stretching from the cable length of the stay cable to obtain the original length before regulating the cable; calculating the original length of the Cn-type stay cable of the cable stayed bridge after regulating the cable likewise; subtracting the later original length from the early original length to obtain the difference value of the original length of the stay cable; and taking the difference value of the original length as a drawing amount or a retraction amount of the Cn-type stay cable to regulate the cable. The cable regulating precision of the stay cable can be guaranteed by the method under the condition that the field temperature and the temporary load change. The method solves the problem that the temperature and the temporary load generate error for the cable regulating force, and can filter the error for the cable regulating force due to the change of the temperature field and the temporary load of the construction field.
Description
Technical field
The present invention relates to the stay cable force adjustment technology, be specially the method for transferring Suo Wendu and temporary load(ing) influence of eliminating.
Background technology
The design temperature of bridge is commonly referred to as the structural system temperature, and system temperature generally adopts the annual mean atmospheric temperature of bridge site during design.Cable-stayed bridge become linear and construction interstage of install to calculate determining of Suo Li, the girder of bridge perfect condition Suo Li, linear all be under the Bridge Design temperature conditions and the calculated value under the specific load situation.But atmospheric temperature during bridge construction and member temperature all can not be equal with design temperature, the temporary load(ing) of actual bridge also may be when calculating appointment inconsistent, no matter and the difference of temperature and temporary load(ing) is all to be significant to stay cable force or the linear influence of girder.
During the cable-stayed bridge practice of construction, generally all be furnished with stress, Suo Li, linear and temperature point on the cable-stayed bridge structure of construction.In the specific control and measuring stage, select stress, Suo Li, the linear and temperature of the comparatively constant while period test structure of the preceding temperature of sunrise in morning, when being arranged on the bridge, writes down the construction temporary load(ing) its size and position.Because the linear numerical value of stress, Suo Li and girder of test has corresponding temperature and temporary load(ing), be easy in the computing machine stress, Suo Li and the linear measured value correction numerical value to design temperature and the standard load condition.These are compared with the corresponding calculated value with middle work progress perfect condition through the measured value after standardizations, can judge the state of current structure, and determine the operation of next stage, assign the monitored instruction of next procedure.
The information process of the information gathering of above-mentioned construction testing and formulation Control Countermeasure is tight in theory.But the execution of the feedback-monitored instruction of the 3rd step information but is a difficult problem.Suo Li in the monitored instruction adjusts under the design temperature condition, unlikely requiring on-the-spot temperature is exactly design temperature, temperature prediction during to construction also is difficult, even being strict with the constructing operation of monitored instruction carried out when morning, temperature was stablized, but also can only eliminate the influence at sunshine, moreover so to do also be unpractiaca sometimes.Temporary load(ing) can be by the appointment of monitoring unit when adjusting suspension cable, and still such regulation can reduce the work efficiency of site operation.So traditional way implementation result with Suo Li control inclined guy cable stretching is very poor.
Summary of the invention
The objective of the invention is at above-mentioned present situation, aim to provide a kind of method that can under cable-stayed bridge actual temperature and temporary load(ing) and the inconsistent situation of calculated value, accurately transfer rope.
The implementation of the object of the invention is, eliminates the method that cable-stayed bridge is transferred Suo Wendu and temporary load(ing) influence, utilizes the long difference of rope as accent rope foundation, and concrete steps are as follows:
1) calculate the preceding Cn inclined cable length of accent rope, Suo Li, elastic elongation,
2) calculate the Cn suspension cable original length of transferring the preceding cable-stayed bridge of rope---be that the inclined cable length that step 1 calculates deducts elastic elongation,
3) in like manner calculate to transfer the original length of the Cn suspension cable of cable-stayed bridge behind the rope,
4) deduct the original length of the Cn suspension cable of step 3 with the original length of the Cn suspension cable of step 2, obtain the original length difference of suspension cable,
5) the suspension cable original length difference that step 4 is obtained is transferred rope as the amount of extracting or the amount of recovery of Cn suspension cable.
By the present invention, guarantee the precision of suspension cable accent rope at the scene under the situation that temperature and temporary load(ing) change.
The invention solves tradition and transfer and can't solve temperature and temporary load(ing) among the Suo Fangfa for adjusting the problem that Suo Li produces error, the temperature field and the temporary load(ing) that can filter out the working-yard change for adjusting the error that Suo Li produces.
Embodiment
The present invention is by the analysis to the construction by stages bridge structure, can find suspension cable temperature change or bridge on when load changes, if initiatively do not adjust suspension cable, though stay cable force can change, the original size of suspension cable can not change.Therefore real bridge scene temperature and temporary load(ing) only can change the Suo Li of suspension cable, but do not change the original length of suspension cable.Like this, grow difference as transferring the rope foundation with rope when we adjust Suo Li at the scene, just can eliminate cable-stayed bridge and transfer Suo Wendu and temporary load(ing) adjusting the influence of precision.
Concrete steps of the present invention are as follows:
1) calculate the preceding Cn inclined cable length of accent rope, Suo Li, elastic elongation,
2) calculate the Cn suspension cable original length of transferring the preceding cable-stayed bridge of rope---be that the inclined cable length that step 1 calculates deducts elastic elongation,
3) in like manner calculate to transfer the original length of the Cn suspension cable of cable-stayed bridge behind the rope,
4) deduct the original length of the Cn suspension cable of step 3 with the original length of the Cn suspension cable of step 2, obtain the original length difference of suspension cable,
5) the suspension cable original length difference that step 4 is obtained is transferred rope as the amount of extracting or the amount of recovery of Cn suspension cable.
Claims (1)
1, eliminate the method that cable-stayed bridge is transferred Suo Wendu and temporary load(ing) influence, it is characterized in that utilizing the long difference of rope as transferring the rope foundation, concrete steps are as follows:
1) calculate the preceding Cn inclined cable length of accent rope, Suo Li, elastic elongation,
2) calculate the Cn suspension cable original length of transferring the preceding cable-stayed bridge of rope---be that the inclined cable length that step 1 calculates deducts elastic elongation,
3) in like manner calculate to transfer the original length of the Cn suspension cable of cable-stayed bridge behind the rope,
4) deduct the original length of the Cn suspension cable of step 3 with the original length of the Cn suspension cable of step 2, obtain the original length difference of suspension cable,
5) the suspension cable original length difference that step 4 is obtained is transferred rope as the amount of extracting or the amount of recovery of Cn suspension cable.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100469428A CN101393576A (en) | 2008-02-28 | 2008-02-28 | Method for eliminating influence of cable regulation temperature and temporary loading for cable stayed bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100469428A CN101393576A (en) | 2008-02-28 | 2008-02-28 | Method for eliminating influence of cable regulation temperature and temporary loading for cable stayed bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101393576A true CN101393576A (en) | 2009-03-25 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2008100469428A Pending CN101393576A (en) | 2008-02-28 | 2008-02-28 | Method for eliminating influence of cable regulation temperature and temporary loading for cable stayed bridge |
Country Status (1)
| Country | Link |
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| CN (1) | CN101393576A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103556573A (en) * | 2013-10-08 | 2014-02-05 | 中交第二航务工程局有限公司 | Parallel steel stranded wire stay cable tensioning control method |
| CN105544414A (en) * | 2015-12-10 | 2016-05-04 | 中交第二航务工程局有限公司 | Stay cable replacement method based on unstressed cable length |
| CN105824988A (en) * | 2016-03-09 | 2016-08-03 | 华南理工大学 | Incremental cable adjusting method considering cable-beam temperature difference effect for concrete cable-stayed bridge |
| CN112966331A (en) * | 2021-04-27 | 2021-06-15 | 郑州铁路职业技术学院 | Cable-stayed bridge secondary cable adjusting method based on mixed influence matrix |
| CN113821864A (en) * | 2021-11-23 | 2021-12-21 | 中铁大桥科学研究院有限公司 | Composite limit force early warning method and device for large-span cable-stayed bridge |
| CN114722672A (en) * | 2022-04-07 | 2022-07-08 | 中铁大桥勘测设计院集团有限公司 | Cable-stayed-suspension cable cooperation system bridge operation period linear adjustment method |
-
2008
- 2008-02-28 CN CNA2008100469428A patent/CN101393576A/en active Pending
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103556573A (en) * | 2013-10-08 | 2014-02-05 | 中交第二航务工程局有限公司 | Parallel steel stranded wire stay cable tensioning control method |
| CN103556573B (en) * | 2013-10-08 | 2015-08-12 | 中交第二航务工程局有限公司 | A kind of parallel steel stranded wire inclined guy cable stretching control method |
| CN105544414A (en) * | 2015-12-10 | 2016-05-04 | 中交第二航务工程局有限公司 | Stay cable replacement method based on unstressed cable length |
| CN105824988A (en) * | 2016-03-09 | 2016-08-03 | 华南理工大学 | Incremental cable adjusting method considering cable-beam temperature difference effect for concrete cable-stayed bridge |
| CN105824988B (en) * | 2016-03-09 | 2019-01-29 | 华南理工大学 | A kind of increment tune rope method for the concrete deck cable stayed bridge considering Suo Liang altitude temperature difference effect |
| CN112966331A (en) * | 2021-04-27 | 2021-06-15 | 郑州铁路职业技术学院 | Cable-stayed bridge secondary cable adjusting method based on mixed influence matrix |
| CN112966331B (en) * | 2021-04-27 | 2023-06-20 | 郑州铁路职业技术学院 | Cable-stayed bridge secondary cable adjusting method based on mixed influence matrix |
| CN113821864A (en) * | 2021-11-23 | 2021-12-21 | 中铁大桥科学研究院有限公司 | Composite limit force early warning method and device for large-span cable-stayed bridge |
| CN114722672A (en) * | 2022-04-07 | 2022-07-08 | 中铁大桥勘测设计院集团有限公司 | Cable-stayed-suspension cable cooperation system bridge operation period linear adjustment method |
| CN114722672B (en) * | 2022-04-07 | 2024-02-27 | 中铁大桥勘测设计院集团有限公司 | Linear adjustment method for operation period of cable-stayed and suspension cable cooperation system bridge |
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Open date: 20090325 |