CN103410083B - Mixed control system for longitudinal wind-induced response of multi-pylon cable stayed bridge structure - Google Patents
Mixed control system for longitudinal wind-induced response of multi-pylon cable stayed bridge structure Download PDFInfo
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Abstract
The invention discloses a mixed control system for longitudinal wind-induced response of a multi-pylon cable stayed bridge structure. Elastic backstay cables are longitudinally arranged at the joints of second side pylons and a main beam; one end of each elastic backstay cable is connected with a lower crossbeam of the corresponding second side pylon, while the other end of the elastic backstay cable is connected with the main beam; fluid dampers are longitudinally arranged at the joints of the other common pylons and the main beam; one end of each fluid damper is connected with the lower crossbeam of the corresponding common pylon, while the other end of the fluid damper is connected with the main beam. The parameters of the elastic backstay cables and the fluid dampers are calculated separately by establishing a finite element model of the multi-pylon cable stayed bridge structure, and the method is simple and convenient, and also high in accuracy. The elastic backstay cables are arranged longitudinally to provide longitudinal rigid, and thus the longitudinal static response of the main beam and the pylons of the multi-pylon cable stayed bridge under the action of static wind force is inhibited, and the fluid dampers are arranged longitudinally to provide longitudinal damping dissipation energy, and thus the longitudinal dynamic response of the main beam and the pylons of the multi-pylon cable stayed bridge under the action of fluctuating wind is inhibited; as a result, mixed control on the longitudinal wind-induced response of the multi-pylon cable stayed bridge structure is realized.
Description
Technical field
The invention belongs to bridge construction engineering field, the control system of the girder specifically caused because of high wind effect for multi pylon cable stayed bridge and the longitudinal wind-excited responese of bridge tower.
Background technology
Multi pylon cable stayed bridge is a kind of structural shape of Longspan Bridge, and its bridge tower quantity is greater than 2.In sea-crossing engineering construction scheme, multi pylon cable stayed bridge has the arrangement form of the many beam lengths of tower, can avoid deep water foundation on the basis of satisfied navigation.Therefore, multi pylon cable stayed bridge structure is more and more subject to the favor of builders.But compare common two pylon cable-stayed bridges, multi pylon cable stayed bridge structure longitudinal rigidity is not enough, become the key issue that this bridge type of development multi pylon cable stayed bridge faces.Particularly China coast is in violent typhoon active region, and China's sea-crossing engineering adopts the wind resistance safety problem of multi pylon cable stayed bridge structural concept especially outstanding.
Girder and bridge tower are the main bearing member of multi pylon cable stayed bridge, and to girder and bridge tower, the wind-excited responese under high wind effect controls very necessary.Because multi pylon cable stayed bridge system longitudinal rigidity is not enough, how to control multi pylon cable stayed bridge girder and the longitudinal wind-excited responese of bridge tower under high wind effect is the problem that must solve.To this, conventional way arranges fluid damper in the longitudinal direction of girder and bridge tower junction, to suppress the longitudinal vibration reaction of girder and bridge tower.Under geological process, the longitudinal vibration reaction of multi pylon cable stayed bridge structure generally adopts this control method.This is because the bridge vertical response that geological process causes is dynamic response, can be controlled by the damping energy dissipation of fluid damper.But different from geological process, under high wind effect, longitudinal charming appearance and behaviour respond packet of multi pylon cable stayed bridge structure draws together the STATIC RESPONSE under quiet wind-force effect and the dynamic response two parts under pulsating wind pressure effect.Fluid damper without stiffness means, can not improve the longitudinal rigidity of multi pylon cable stayed bridge structure as a kind of.Therefore, only arrange fluid damper can only control fluctuating wind effect under dynamic response, the STATIC RESPONSE under quiet wind-force effect can not be controlled.For this reason, it is very necessary for finding the mixing control method effectively suppressing multi pylon cable stayed bridge structure middle girder and the STATIC RESPONSE of bridge tower under quiet wind-force effect and the dynamic response under fluctuating wind effect.
Summary of the invention
The technical problem solved: for the deficiencies in the prior art, the hybrid control system of the longitudinal wind-excited responese of multi pylon cable stayed bridge structure provided by the invention, solve girder that multi pylon cable stayed bridge in prior art causes because of high wind effect and the large technical problem of the longitudinal wind-excited responese of bridge tower, especially overcome the technical problem of the STATIC RESPONSE in existing structure under uncontrollable quiet wind-force effect.
Technical scheme: for solving the problems of the technologies described above, the present invention by the following technical solutions:
The hybrid control system of the longitudinal wind-excited responese of multi pylon cable stayed bridge structure, longitudinally arrange elastomeric cords in the junction of secondary limit tower and girder, described elastomeric cords one end is connected with corresponding secondary limit tower lower transverse beam, and the other end is connected with girder; Longitudinally arrange fluid damper in the junction of all the other common bridge towers and girder, described fluid damper one end is connected with corresponding common bridge tower lower transverse beam, and the other end is connected with girder.
The defining method of the elastic stiffness K of described elastomeric cords comprises the following steps of order execution:
A1, set up the FEM (finite element) model of multi pylon cable stayed bridge structure, in the junction of secondary limit tower and girder, longitudinally elastomeric cords is set, forms the FEM (finite element) model of band elastomeric cords;
The elastic stiffness K value of a2, elastomeric cords presses formula K=10
nkN/m calculates, and n initial value is taken as 1, then increases progressively step by step, and each n value correspondence obtains a K value; Bring in FEM (finite element) model the dynamic characteristics of the FEM (finite element) model calculating band elastomeric cords corresponding to each K value into, and obtain the frequency that the drift vibration shape indulged by girder corresponding to each K value;
A3, when n increases to a certain value, the girder vertical drift vibration shape in the dynamic characteristics of the FEM (finite element) model of band elastomeric cords disappears, and now the elastic stiffness K of the elastomeric cords of this n value correspondence is desired value.
Further, in the present invention, the damped coefficient c of described fluid damper and the defining method of damping exponent α comprise the following steps that order performs:
FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time of b1, calculating band elastomeric cords;
B2, in the junction of common bridge tower and girder, longitudinally fluid damper is set, form the FEM (finite element) model of band elastomeric cords and fluid damper, the damped coefficient c that convection cell damper is different and damping exponent α carries out value, calculates FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time of band elastomeric cords and fluid damper;
The damping rate β value of moment of flexure at the bottom of time Bian Tata when different damping coefficient c and damping exponent α chosen by b3, Fluid Computation damper, vertical bending moment maximum value × 100% at the bottom of the tower of the secondary limit tower obtained in β=(at the bottom of the tower of the secondary limit tower obtained in vertical bending moment maximum value-step b2 at the bottom of the tower of the secondary limit tower obtained in step b1 vertical bending moment maximum value)/step b1;
B4, the damping rate β drawn when fluid damper chooses different damping coefficient c and damping exponent α scheme, maximum damping rate is determined according to this figure, and the damping exponent α that when obtaining maximum damping rate, corresponding minimum damped coefficient c and this damped coefficient c is corresponding, this damped coefficient c and damping exponent α is desired value.
Beneficial effect:
The hybrid control system of the longitudinal wind-excited responese of multi pylon cable stayed bridge structure of the present invention, by longitudinally arranging elastomeric cords provides longitudinal rigidity in the secondary limit tower of multi pylon cable stayed bridge and girder junction, suppress girder and the longitudinal STATIC RESPONSE of bridge tower under quiet wind-force effect of multi pylon cable stayed bridge; Longitudinally arranging fluid damper at common bridge tower and girder junction provides longitudinal damping to consume energy, and suppresses the Longitudinal response under fluctuating wind effect of girder and bridge tower.
By calculating the dynamic characteristics of the FEM (finite element) model of band elastomeric cords, determine the elastic stiffness K of the elastomeric cords of the less correspondence of the longitudinal STATIC RESPONSE of structure under quiet wind-force effect.
By calculating the dynamic response of FEM (finite element) model under fluctuating wind effect of band elastomeric cords and fluid damper, determine damped coefficient c and the damping exponent α of fluid damper by the maximum damping rate β of moment of flexure at the bottom of the tower of secondary limit tower.
The present invention plays the inhibitory action of girder and the longitudinal wind-excited responese of bridge tower caused because of high wind effect multi pylon cable stayed bridge in conjunction with elastomeric cords and fluid damper, and the parameter of elastomeric cords and fluid damper is determined to be realized by FEM (finite element) model, convenient and swift and the degree of accuracy is high, provide convenient effective control method to the bridge engineering construction of multi pylon cable stayed bridge structure.
Accompanying drawing explanation
Fig. 1 is that multi pylon cable stayed bridge system of the present invention arranges schematic diagram;
Fig. 2 is the scheme of installation of elastomeric cords of the present invention between girder and secondary limit tower;
Fig. 3 is the scheme of installation of fluid damping damper of the present invention between girder and common bridge tower;
At the bottom of secondary Bian Tata when Fig. 4 is different fluid damperparameters value, the damping rate β of vertical bending moment schemes.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is further described.
As shown in Figure 1, for certain 6 pylon cable-stayed bridge system arranges schematic diagram, girder 1 is provided with 6 bridge towers, is from left to right followed successively by common bridge tower 2, secondary limit tower 3, common bridge tower 2, common bridge tower 2, secondary limit tower 3 and common bridge tower 2.
As shown in Figure 2, at secondary limit tower 3 and the junction of girder 1, longitudinally elastomeric cords 4 is set, described elastomeric cords 4 one end is connected with the lower transverse beam 5 of corresponding secondary limit tower 3 by bearing 7, the other end is connected with girder 1 by connector 6, and the detailed mounting method of elastomeric cords 4 belongs to the common practise of professional and technical personnel in the field.
As shown in Figure 3, at common bridge tower 2 and the junction of girder 1, longitudinally fluid damper 8 is set, described fluid damper 8 one end is connected with the lower transverse beam 5 of corresponding common bridge tower 2 by bearing 7, the other end is connected with girder 1 by connector 6, and the detailed mounting method of fluid damper 8 belongs to professional and technical personnel in the field's common practise.
The defining method of the elastic stiffness K of described elastomeric cords 4 comprises the following steps of order execution:
A1, set up the FEM (finite element) model of multi pylon cable stayed bridge structure, at secondary limit tower 3 and the junction of girder 1, longitudinally elastomeric cords 4 is set, forms the FEM (finite element) model of band elastomeric cords.Wherein the FEM (finite element) model method for building up of multi pylon cable stayed bridge structure and Analysis of Dynamic Characteristics method belong to professional and technical personnel in the field's known technology.
The elastic stiffness K value of a2, elastomeric cords 4 presses formula K=10
nkN/m calculates, and n initial value is taken as 1, then increases progressively step by step, and each n value correspondence obtains a K value; Bring in the FEM (finite element) model of elastomeric cords the dynamic characteristics of the FEM (finite element) model calculating band elastomeric cords corresponding to each K value into, and obtain the frequency that the drift vibration shape indulged by girder corresponding to each K value, obtained table 1.As shown in Table 1 along with n increases step by step, the elastic stiffness K of elastomeric cords 4 is larger, and girder vertical drift vibration shape frequency is also larger, and this shows that multi pylon cable stayed bridge system longitudinal rigidity is larger, and the longitudinal STATIC RESPONSE of the structure under quiet wind-force effect is less;
Table 1
A3, when n increases to 5, girder in the dynamic characteristics of the FEM (finite element) model with the elastomeric cords vertical drift vibration shape disappears, this shows that multi pylon cable stayed bridge system longitudinal rigidity is suitable, increase again elastic stiffness can cause the girder under fluctuating wind effect and the response of bridge tower Longitudinal excessive, now n gets the elastic stiffness K=10 of the elastomeric cords of 5 correspondences
5kN/m is desired value.
The damped coefficient c of described fluid damper and the defining method of damping exponent α comprise the following steps that order performs:
(1) FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time 3 of band elastomeric cords is calculated.Wherein the dynamic response analyses method of the FEM (finite element) model of multi pylon cable stayed bridge under fluctuating wind effect belongs to professional and technical personnel in the field's known technology.
(2) at common bridge tower 2 and the junction of girder 1, longitudinally fluid damper 8 is set, form the FEM (finite element) model of band elastomeric cords and fluid damper 8, the damped coefficient c that convection cell damper 8 is different and damping exponent α carries out value, and wherein the damped coefficient c span of fluid damper 8 is 2000 ~ 12000kN (s/m)
α, value is spaced apart 1000kN (s/m)
α; Damping exponent α span is 0.1 ~ 1.0, and value is spaced apart 0.1.Because secondary limit tower 3 and girder 1 connection place are provided with elastomeric cords 4, cause the dynamic response of fluctuating wind effect limit tower next time 3 maximum.For this reason, choose vertical bending moment maximum value at the bottom of time tower of limit tower 3 as analysis indexes, calculate FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time 3 of band elastomeric cords and fluid damper.
(3) the damping rate β value of moment of flexure at the bottom of time limit tower 3 tower when different damping coefficient c and damping exponent α chosen by Fluid Computation damper, vertical bending moment maximum value × 100% at the bottom of the tower of the secondary limit tower 3 obtained in β=(at the bottom of the tower of the secondary limit tower 3 obtained in vertical bending moment maximum value-step b2 at the bottom of the tower of the secondary limit tower 3 obtained in step b1 vertical bending moment maximum value)/step b1.
(4) the damping rate β drawn when fluid damper chooses different damping coefficient c and damping exponent α schemes, as shown in Figure 4, determine that maximum damping rate β is 57.74% according to this figure, and when obtaining maximum damping rate, corresponding minimum damped coefficient c is 7000kN (s/m)
0.1the damping exponent α corresponding with this damped coefficient c is 0.1.This damped coefficient c and damping exponent α is desired value.
After adopting above-mentioned hybrid control system, secondary limit tower 3 provides longitudinal rigidity with the elastomeric cords 4 of girder 1 junction, girder 1 and the longitudinal STATIC RESPONSE of bridge tower under quiet wind-force effect can be suppressed, and all the other common bridge towers 2 provide longitudinal damping to consume energy with the fluid damper 8 of girder 1 junction, the Longitudinal response under fluctuating wind effect of girder 1 and bridge tower can be suppressed, thus effectively suppress longitudinal wind-excited responese of strong wind-induced multi pylon cable stayed bridge girder and bridge tower.The following limit tower 3 is example, and table 2 gives vertical bending moment analysis result at the bottom of the tower of the lower three kinds of structural systems of design basis wind speed.As can be seen from Table 2: under quiet wind-force effect, do not install vertical bending moment at the bottom of the tower of the structural system of elastomeric cords 4 and fluid damper 8 maximum, after installing elastomeric cords 4, at the bottom of tower, vertical bending moment obviously reduces.But, after elastomeric cords 4 is installed, vertical bending moment at the bottom of tower under fluctuating wind effect is compared when not installing elastomeric cords 4 and fluid damper 8 and is increased, and for this reason, significantly can reduce vertical bending moment at the bottom of the tower under fluctuating wind effect after fluid damper 8 is installed on the basis of installing elastomeric cords 4 again.Further, in the total wind-excited responese under quiet wind-force and fluctuating wind acting in conjunction, vertical bending moment at the bottom of the tower of the structural system of elastomeric cords 4 and fluid damper 8 is installed minimum.
Table 2
The above is only the preferred embodiment of the present invention; be noted that for those skilled in the art; under the premise without departing from the principles of the invention, can also make some improvements and modifications, these improvements and modifications also should be considered as protection scope of the present invention.
Claims (3)
1. the hybrid control system of the longitudinal wind-excited responese of multi pylon cable stayed bridge structure, it is characterized in that: on secondary limit tower (3) and the junction of girder (1), longitudinally elastomeric cords (4) is set, described elastomeric cords (4) one end is connected with the lower transverse beam (5) on corresponding secondary limit tower (3), and the other end is connected with girder (1); At all the other common bridge towers (2) and the junction of girder (1), longitudinally fluid damper (8) is set, described fluid damper (8) one end is connected with the lower transverse beam (5) of corresponding common bridge tower (2), and the other end is connected with girder (1).
2. the hybrid control system of the longitudinal wind-excited responese of multi pylon cable stayed bridge structure according to claim 1, is characterized in that: the defining method of the elastic stiffness K of described elastomeric cords (4) comprises the following steps of order execution:
A1, set up the FEM (finite element) model of multi pylon cable stayed bridge structure, on secondary limit tower (3) and the junction of girder (1), longitudinally elastomeric cords (4) is set, forms the FEM (finite element) model of band elastomeric cords;
The elastic stiffness K value of a2, elastomeric cords (4) presses formula K=10
nkN/m calculates, and n initial value is taken as 1, then increases progressively step by step, and each n value correspondence obtains a K value; Bring in the FEM (finite element) model of elastomeric cords the dynamic characteristics of the FEM (finite element) model calculating band elastomeric cords corresponding to each K value into, and obtain the frequency that the drift vibration shape indulged by girder corresponding to each K value;
A3, when n increases to a certain value, the girder vertical drift vibration shape in the dynamic characteristics of the FEM (finite element) model of band elastomeric cords disappears, and now the elastic stiffness K of the elastomeric cords (4) of this n value correspondence is desired value.
3. the hybrid control system of the longitudinal wind-excited responese of multi pylon cable stayed bridge structure according to claim 2, is characterized in that: the damped coefficient c of described fluid damper (8) and the defining method of damping exponent α comprise the following steps that order performs:
FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time (3) of b1, calculating band elastomeric cords;
B2, in the junction of common bridge tower (2) and girder (1), longitudinally fluid damper (8) is set, form the FEM (finite element) model of band elastomeric cords and fluid damper, the damped coefficient c that convection cell damper (8) is different and damping exponent α carries out value, calculates FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time (3) of band elastomeric cords and fluid damper;
The damping rate β value of moment of flexure at the bottom of time limit tower (3) tower when different damping coefficient c and damping exponent α chosen by b3, Fluid Computation damper, vertical bending moment maximum value × 100% at the bottom of the tower on secondary limit tower (3) obtained in β=(at the bottom of the tower on secondary limit tower (3) obtained in vertical bending moment maximum value-step b2 at the bottom of the tower on secondary limit tower (3) obtained in step b1 vertical bending moment maximum value)/step b1;
B4, the damping rate β drawn when fluid damper (8) chooses different damping coefficient c and damping exponent α scheme, maximum damping rate is determined according to this figure, and the damping exponent α that when obtaining maximum damping rate, corresponding minimum damped coefficient c and this damped coefficient c is corresponding, this damped coefficient c and damping exponent α is desired value.
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Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103741587A (en) * | 2013-12-25 | 2014-04-23 | 中铁大桥勘测设计院集团有限公司 | Method for elastically restraining main beam displacement of ultrahigh-span cable-stayed bridge |
| CN105178185B (en) * | 2015-09-10 | 2017-01-18 | 安徽省交通规划设计研究总院股份有限公司 | Oblique-damping restraint system for main girders of cable-stayed bridge |
| CN107151974A (en) * | 2017-06-01 | 2017-09-12 | 中铁大桥勘测设计院集团有限公司 | Stopping means and the cable-stayed bridge containing stopping means |
| CN108301310A (en) * | 2018-03-26 | 2018-07-20 | 中铁大桥勘测设计院集团有限公司 | A kind of multitower length connection cable-stayed bridge support system |
| CN112948921B (en) * | 2021-02-02 | 2022-09-30 | 中铁大桥勘测设计院集团有限公司 | Method for determining longitudinal constraint rigidity of tower beam of three-tower cable-stayed bridge and optimizing foundation |
| CN115948976B (en) * | 2022-12-19 | 2023-06-20 | 中交公路规划设计院有限公司 | Longitudinal combined toughness constraint system and method for large-span suspension bridge |
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