CN107192491A - Grade based on load increment demarcation is for hinged girder cable force measurement method - Google Patents
Grade based on load increment demarcation is for hinged girder cable force measurement method Download PDFInfo
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- CN107192491A CN107192491A CN201710438738.XA CN201710438738A CN107192491A CN 107192491 A CN107192491 A CN 107192491A CN 201710438738 A CN201710438738 A CN 201710438738A CN 107192491 A CN107192491 A CN 107192491A
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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
- G01L5/042—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 by measuring vibrational characteristics of the flexible member
Abstract
Grade of the present invention based on load increment demarcation belongs to technical field of civil engineering for hinged girder cable force measurement method, and in particular to a kind of vibratory drilling method Cable force measuring method；This method obtains Suo Li increment Deltas T and the front and rear corresponding each order frequency f of Suo Li that are further applied load by way of being applied around known weight load in drag-linei1、...、fik、...、fin, on this basis, by waiting generation to be hinged beam length L to each order frequency of drag-line is correspondingakCalculated, recycle Lak, obtain the correction length pervasive to each order frequencyAnd then the generation such as utilize to be hinged beam model correction lengthSolve the rope force value of drag-line；The present invention is solved by setting upModel, introduce average thought, improve measurement accuracy, solve and the drag-line of bridge is completed in practical engineering application can not carry out tensioning demarcation again, cause etc. for the small confinement problems of the hinge connected beam method scope of application.
Description
Technical field
Grade of the present invention based on load increment demarcation belongs to technical field of civil engineering for hinged girder cable force measurement method, has
Body is related to a kind of vibratory drilling method Cable force measuring method.
Background technology
Drag-line is the main bearing member of cable system bridge, and the transmission and distribution of power are carried out to cable system bridge.Cable
Power is not only one of important parameter of cable system Bridge Design, and is that bridge construction control and assessment bridge normally use shape
The important indicator of state.It can be seen that, the accuracy of cable force measurement is most important.
In order to improve the measurement accuracy of Cable power, occur in that etc. that generation is hinged beam method, such as Harbin Institute of Technology
Postgraduate's thesis that Xiao can rush《The experimental study of cable force vibration method measurement》, and the vibratory drilling method drag-line based on linear model
Cable force measurement method (the patent of invention of Application No. 201710237087.8《Surveyed based on the Cable power for waiting generation to be hinged beam model
Amount method》).In the method, core formula is as follows：
Wherein, T represents Cable power (N), and m represents drag-line line density (kg/m), LakRepresent that drag-line k first order modes are corresponding etc.
For hinged girder model length (m), fkThe k ranks natural frequency of vibration (Hz) is represented, EI represents rope section bending rigidity (Nm2), and π represents round
Frequency.
Although Cable power measurement accuracy can be improved Deng for hinge connected beam method, if expecting more accurate grade for hinged girder
Length Lak, it is necessary to tensioning demarcation is carried out to drag-line in the construction stage, however, in practical engineering application, for the overwhelming majority
Bridge through building up, its drag-line is that no condition carries out tensioning demarcation.Therefore, wait for hinge connected beam method in practical engineering application
With limitation.
The content of the invention
In order to solve the above problems, the invention discloses a kind of grade demarcated based on load increment for hinged girder cable force measurement
Method, this method can solve the problem that most drag-lines of practical engineering application Bridge can not carry out tensioning demarcation again, cause
Deng for the small confinement problems of the hinge connected beam method scope of application.
The object of the present invention is achieved like this：
Grade based on load increment demarcation comprises the following steps for hinged girder cable force measurement method：
Step a, loaded by stacking sandbag mode near drag-line to be measured, demarcation two-stage Cable power TiAnd Suo Li
TiCorresponding n ranks vibration frequency fi1、...、fik、...、finData；
Wherein, i=1,2, represent loading rank；TiRepresent i-stage Cable power；fikRepresent Suo Li TiCorrespondence k rank vibrations
Frequency data；
Step b, the n rank vibration frequencies f measured byi1、...、fik、...、finData and Suo Li increment Delta T, according to such as
Lower formula, calculating kth rank vibration frequency is corresponding to wait generation to be hinged beam length Lak：
Wherein, m represents drag-line line density (kg/m)；
Step c, utilize Lak, according to equation below, calculate the correction length pervasive to each rank
Step d, subsequently run and the reinforcing stage in bridge, any two-stage Suo Li T are applied to drag-linei', measurement and power rope Ti′
Corresponding n ranks vibration frequency fi1' ..., fik' ..., fin′；
Step e, according to equation below, according to the n rank vibration frequencies f obtained in step di1' ..., fik' ..., fin' number
According to obtaining revised each rank Suo Li T under two-stage load conditionik′：
Step f, according to equation below, Suo Li will be obtained in step e and take the average average value for calculating and obtaining two-stage Suo Li
ObtainAs Suo Li estimates.
Beneficial effect：
The present invention obtains Suo Li increment Deltas T and applies lotus by way of being applied around known weight load in drag-line
The corresponding each order frequency f of Suo Li before and after carryingi1、...、fik、...、fin, by waiting generation to be hinged to each order frequency of drag-line is corresponding
Beam length LakCalculated, obtain the correction length pervasive to each order frequencySolved by setting upModel, introduce flat
Equal thought, improves measurement accuracy, solves the drag-line of built bridge in practical engineering application and can not carry out tensioning again
Demarcation, causes etc. for the small confinement problems of the hinge connected beam method scope of application.
Brief description of the drawings
Fig. 1 is the schematic cross-section of PES7-109 type drag-lines.
Fig. 2 is inhaul cable vibration auto-power spectrum spectrogram.
Embodiment
The specific embodiment of the invention is described in further detail below in conjunction with the accompanying drawings.
Specific embodiment one
The grade based on load increment demarcation of the present embodiment comprises the following steps for hinged girder cable force measurement method：
Step a, loaded by stacking sandbag mode near drag-line to be measured, demarcation two-stage Cable power TiAnd Suo Li
TiCorresponding n ranks vibration frequency fi1、...、fik、...、finData；
Wherein, i=1,2, represent loading rank；TiRepresent i-stage Cable power；fikRepresent Suo Li TiCorrespondence k rank vibrations
Frequency data；
Step b, the n rank vibration frequencies f measured byi1、...、fik、...、finData and Suo Li increment Delta T, according to such as
Lower formula, calculating kth rank vibration frequency is corresponding to wait generation to be hinged beam length Lak：
Wherein, m represents drag-line line density (kg/m)；
Step c, utilize Lak, according to equation below, calculate the correction length pervasive to each rank
Step d, subsequently run and the reinforcing stage in bridge, any two-stage Suo Li T are applied to drag-linei', measurement and power rope Ti′
Corresponding n ranks vibration frequency fi1' ..., fik' ..., fin′；
Step e, according to equation below, according to the n rank vibration frequencies f obtained in step di1' ..., fik' ..., fin' number
According to obtaining revised each rank Suo Li T under two-stage load conditionik′：
Step f, according to equation below, Suo Li will be obtained in step e and take the average average value for calculating and obtaining two-stage Suo Li
ObtainAs Suo Li estimates.
Specific embodiment two
The grade based on load increment demarcation of the present embodiment is for hinged girder cable force measurement method, according to specific embodiment one
Flow, actual measurement is carried out to PES7-109 types drag-line, and the schematic cross-section of the drag-line is as shown in Figure 1.The technology ginseng of the drag-line
Number is as follows：Rope long l=69.04m, line density m=46kg/m, sectional area A=5349mm2, limit Suo Li Tlim=8993kN, folding
Calculate bending rigidity EI=446.26kNm.
This method is as follows：
Step a, loaded by stacking sandbag mode near drag-line to be measured, two-stage Suo Li T are applied to drag-line1And T2,
By inhaul cable vibration auto-power spectrum spectrogram as shown in Figure 2, two-stage Cable power T is demarcated respectivelyiWith Suo Li TiCorresponding n ranks
Vibration frequency fi1、...、fik、...、finData, as shown in table 1：
The vibration frequency of table 1 and Suo Li incremental data tables
The frequency data of frequency in table 1 are become to square of frequency, as shown in table 2：
The vibration frequency square tables of data of table 2
Step b, the n rank vibration frequencies f measured byi1、...、fik、...、finData and Suo Li increment Delta T, according to such as
Lower formula, calculating kth rank vibration frequency is corresponding to wait generation to be hinged beam length Lak：
Wherein, m represents drag-line line density (kg/m)；
In the present embodiment, according to line density m=46kg/m, can obtain kth rank vibration frequency it is corresponding wait generation be hinged
Beam length LakResult of calculation is as shown in table 3：
The grade of table 3 is for hinged girder length data table
Step c, utilize Lak, according to equation below, calculate the correction length pervasive to each rank
Data in table 3, can be obtainedResult of calculation be 66.09m；
Step d, subsequently run and the reinforcing stage in bridge, any two-stage Suo Li T are applied to drag-linei', measurement and power rope Ti′
Corresponding n ranks vibration frequency fi1' ..., fik' ..., fin′；
In the present embodiment, for the inclined of the embodiment Cable power estimate and actual value of the invention according to obtained by the above method
Difference, using the Suo Li T applied in step a1For 1205N, T2For 1515N, corresponding vibration frequency is as shown in table 1；
Step e, according to equation below, according to the n rank vibration frequencies f obtained in step di1' ..., fik' ..., fin' number
According to obtaining revised each rank Suo Li T under two-stage load conditionik′：
The order frequency rope force value of rope 12 of table 4
Step f, according to equation below, Suo Li will be obtained in step e and take the average average value for calculating and obtaining two-stage Suo Li
Data in table 4, can obtain the average value of Suo Li under two-stage load condition：
Finally, the two-stage Suo Li result of calculations that will be tried to achieve according to the inventive methodFor 1186.94kN,For
1496.94kN, contrasted with theoretical value 1205kN and 1515kN, relative error is only -1.49% and -1.19%, the result
Show Suo Li result of calculations and actual value deviation very little that the inventive method is obtained, available for actual cable force measurement.
The foregoing is only a preferred embodiment of the present invention, but protection scope of the present invention be not limited thereto,
Any one skilled in the art the invention discloses technical scope in, technique according to the invention scheme and its
Inventive concept is subject to equivalent substitution or change, should all be included within the scope of the present invention.
Claims (1)
1. the grade based on load increment demarcation is for hinged girder cable force measurement method, it is characterised in that comprise the following steps：
Step a, loaded by stacking sandbag mode near drag-line to be measured, demarcation two-stage Cable power TiWith Suo Li TiIt is right
The n rank vibration frequencies f answeredi1、...、fik、...、finData；
Wherein, i=1,2, represent loading rank；TiRepresent i-stage Cable power；fikRepresent Suo Li TiCorrespondence k rank vibration frequency numbers
According to；
Step b, the n rank vibration frequencies f measured byi1、...、fik、...、finData and Suo Li increment Delta T, according to following public affairs
Formula, calculating kth rank vibration frequency is corresponding to wait generation to be hinged beam length Lak：
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Wherein, m represents drag-line line density (kg/m)；
Step c, utilize Lak, according to equation below, calculate the correction length pervasive to each rank
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Step d, subsequently run and the reinforcing stage in bridge, any two-stage Suo Li T are applied to drag-linei', measurement and power rope Ti' correspondence
N rank vibration frequencies fi1' ..., fik' ..., fin′；
Step e, according to equation below, according to the n rank vibration frequencies f obtained in step di1' ..., fik' ..., fin' data,
Obtain revised each rank Suo Li T under two-stage load conditionik′：
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Step f, according to equation below, Suo Li will be obtained in step e and take the average average value for calculating and obtaining two-stage Suo Li
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ObtainAs Suo Li estimates.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112254858A (en) * | 2020-09-15 | 2021-01-22 | 中交第二公路工程局有限公司 | Stay cable force test method |
| CN113848009A (en) * | 2021-09-22 | 2021-12-28 | 浙江浙交检测技术有限公司 | Detection method and detection equipment for constant-load cable force of arch bridge suspender |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101368860A (en) * | 2008-09-12 | 2009-02-18 | 江苏工业学院 | Method for correcting FFT data in stayed-cable force of stayed-cable bridge detected by frequency method |
| CN101893497A (en) * | 2010-06-13 | 2010-11-24 | 东南大学 | Out-of-plane frequency method for testing cable force of planar cable rod system |
| CN102735386A (en) * | 2012-07-14 | 2012-10-17 | 福州大学 | Bending stiffness-considered numerical computation method for stay cable forces |
| CN103217248A (en) * | 2013-04-28 | 2013-07-24 | 清华大学 | Method for detecting tensile force of bridge steel cable |
-
2017
- 2017-06-12 CN CN201710438738.XA patent/CN107192491B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101368860A (en) * | 2008-09-12 | 2009-02-18 | 江苏工业学院 | Method for correcting FFT data in stayed-cable force of stayed-cable bridge detected by frequency method |
| CN101893497A (en) * | 2010-06-13 | 2010-11-24 | 东南大学 | Out-of-plane frequency method for testing cable force of planar cable rod system |
| CN102735386A (en) * | 2012-07-14 | 2012-10-17 | 福州大学 | Bending stiffness-considered numerical computation method for stay cable forces |
| CN103217248A (en) * | 2013-04-28 | 2013-07-24 | 清华大学 | Method for detecting tensile force of bridge steel cable |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112254858A (en) * | 2020-09-15 | 2021-01-22 | 中交第二公路工程局有限公司 | Stay cable force test method |
| CN113848009A (en) * | 2021-09-22 | 2021-12-28 | 浙江浙交检测技术有限公司 | Detection method and detection equipment for constant-load cable force of arch bridge suspender |
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