CN103410083A - 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 the bridge construction engineering field, the control system of the vertical charming appearance and behaviour response of the girder specifically caused because of the high wind effect for multi pylon cable stayed bridge and 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 project construction schemes over strait, multi pylon cable stayed bridge has the arrangement form of the many beam lengths of tower, can on the basis that meets navigation, avoid deep water foundation.Therefore, the multi pylon cable stayed bridge structure more and more is subject to builders' favor.Yet, compare common two pylon cable-stayed bridges, multi pylon cable stayed bridge structure longitudinal rigidity deficiency, become the key issue that this bridge type of development multi pylon cable stayed bridge faces.Particularly China coast is in the violent typhoon active region, and China's engineering over strait 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 the charming appearance and behaviour response under the high wind effect is controlled very necessary to girder and bridge tower.Due to multi pylon cable stayed bridge system longitudinal rigidity deficiency, how controlling the vertical charming appearance and behaviour response under the high wind effect of multi pylon cable stayed bridge girder and bridge tower is the problem that must solve.To this, conventional way be girder and bridge tower junction fluid damper vertically is set, with the longitudinal vibration reaction of inhibition girder and bridge tower.This control method of the general employing of the longitudinal vibration reaction of multi pylon cable stayed bridge structure under geological process.This is because the bridge vertical response that geological process causes is dynamic response, can control by the damping energy dissipation of fluid damper.Yet different from geological process, under the high wind effect, vertical charming appearance and behaviour respond packet of multi pylon cable stayed bridge structure is drawn together STATIC RESPONSE under quiet wind-force effect and the dynamic response two parts under the 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, fluid damper only is set and can only controls the dynamic response under the fluctuating wind effect, can not control the STATIC RESPONSE under quiet wind-force effect.For this reason, finding effective inhibition multi pylon cable stayed bridge structure middle girder and bridge tower is very necessary at the mixing control method of the STATIC RESPONSE under quiet wind-force effect and the dynamic response under the fluctuating wind effect.
Summary of the invention
The technical problem solved: for the deficiencies in the prior art, the hybrid control system of the vertical charming appearance and behaviour response of multi pylon cable stayed bridge structure provided by the invention, solve multi pylon cable stayed bridge in prior art and, because of girder and the large technical problem of the vertical charming appearance and behaviour response of bridge tower that the high wind effect causes, especially overcome the technical problem of the STATIC RESPONSE under uncontrollable quiet wind-force effect in existing structure.
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 vertical charming appearance and behaviour of multi pylon cable stayed bridge structure response, vertically arrange the elasticity drag-line in the junction of inferior limit tower and girder, and described elasticity drag-line one end is connected with corresponding inferior limit tower lower transverse beam, and the other end is connected with girder; Junction at all the other common bridge towers and girder vertically arranges fluid damper, and described fluid damper one end is connected with corresponding common bridge tower lower transverse beam, and the other end is connected with girder.
Definite method of the elastic stiffness K of described elasticity drag-line comprises the following steps that order is carried out:
A1, set up the FEM (finite element) model of multi pylon cable stayed bridge structure, in the junction of inferior limit tower and girder, the elasticity drag-line is set vertically, form the FEM (finite element) model with the elasticity drag-line;
The elastic stiffness K value of a2, elasticity drag-line is K=10 by formula
nKN/m calculates, and the n initial value is taken as 1, then increases progressively step by step, and each n value correspondence obtains a K value; Bring the dynamic characteristics of calculating the FEM (finite element) model with the elasticity drag-line corresponding to each K value in FEM (finite element) model into, and obtain the vertical frequency of floating the vibration shape of girder corresponding to each K value;
A3, when n increases to a certain value, with the vertical vibration shape of floating of the girder in the dynamic characteristics of the FEM (finite element) model of elasticity drag-line, disappear, now the elastic stiffness K of elasticity drag-line corresponding to this n value is desired value.
Further, in the present invention, the damped coefficient c of described fluid damper and definite method of damping exponent α comprise the following steps that order is carried out:
B1, calculate the FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time with the elasticity drag-line;
B2, in the junction of common bridge tower and girder, fluid damper is set vertically, formation is with the FEM (finite element) model of elasticity drag-line and fluid damper, damped coefficient c and damping exponent α that the convection cell damper is different carry out value, calculate the FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time with elasticity drag-line and fluid damper;
The damping rate β value of moment of flexure at the bottom of time Bian Tata when b3, Fluid Computation damper are chosen different damping coefficient c and damping exponent α, vertical bending moment maximum value * 100% at the bottom of the tower of the inferior limit tower before β=(vertical bending moment maximum value at the bottom of the tower of the inferior limit tower at the bottom of the tower of the inferior limit tower before the installation fluid damper after vertical bending moment maximum value-installation fluid damper)/installation fluid damper;
Damping rate β figure when b4, drafting fluid damper are chosen different damping coefficient c and damping exponent α, according to this figure, determine maximum damping rate, and damped coefficient c and the damping exponent α corresponding to this damped coefficient c of corresponding minimum while obtaining maximum damping rate, this damped coefficient c and damping exponent α are desired value.
Beneficial effect:
The hybrid control system of the vertical charming appearance and behaviour response of multi pylon cable stayed bridge structure of the present invention, by the inferior limit tower at multi pylon cable stayed bridge and girder junction, the elasticity drag-line is set vertically longitudinal rigidity is provided, suppress girder and the vertical STATIC RESPONSE of bridge tower under quiet wind-force effect of multi pylon cable stayed bridge; In common bridge tower and girder junction, fluid damper is set vertically the longitudinal damping power consumption is provided, suppress the Longitudinal response under the fluctuating wind effect of girder and bridge tower.
By the dynamic characteristics of calculating with the FEM (finite element) model of elasticity drag-line, determine the elastic stiffness K of the elasticity drag-line of the less correspondence of the vertical STATIC RESPONSE of structure under quiet wind-force effect.
By the FEM (finite element) model dynamic response under fluctuating wind effect of calculating with elasticity drag-line and fluid damper, by the maximum damping rate β of moment of flexure at the bottom of the tower of inferior limit tower, determined damped coefficient c and the damping exponent α of fluid damper.
The present invention plays girder that multi pylon cable stayed bridge is caused because of the high wind effect and the inhibitory action of the vertical charming appearance and behaviour response of bridge tower in conjunction with elasticity drag-line and fluid damper, and the parameter of elasticity drag-line and fluid damper is definite to be realized by FEM (finite element) model, convenient and swift and the degree of accuracy is high, give the bridge engineering construction of the multi pylon cable stayed bridge structure effective control method that facilitates.
The accompanying drawing explanation
Fig. 1 is that multi pylon cable stayed bridge system of the present invention is arranged schematic diagram;
Fig. 2 is the scheme of installation of elasticity drag-line of the present invention between girder and inferior limit tower;
Fig. 3 is the scheme of installation of fluid damping damper of the present invention between girder and common bridge tower;
The damping rate β of vertical bending moment figure at the bottom of inferior Bian Tata when Fig. 4 is different fluid damperparameters value.
The specific embodiment
Below in conjunction with accompanying drawing, the present invention is further described.
As shown in Figure 1, arrange schematic diagram for certain 6 pylon cable-stayed bridge system, girder 1 is provided with 6 bridge towers, from left to right is followed successively by common bridge tower 2, inferior limit tower 3, common bridge tower 2, common bridge tower 2, inferior limit tower 3 and common bridge tower 2.
As shown in Figure 2, in inferior limit tower 3 and the junction of girder 1, elasticity drag-line 4 is set vertically, described elasticity drag-line 4 one ends are connected with the lower transverse beam 5 of corresponding inferior limit tower 3 by bearing 7, the other end is connected with girder 1 by connector 6, and the detailed mounting method of elasticity drag-line 4 belongs to professional and technical personnel in the field's common practise.
As shown in Figure 3, in common bridge tower 2 and the junction of girder 1, fluid damper 8 is set vertically, described fluid damper 8 one ends are 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.
Definite method of the elastic stiffness K of described elasticity drag-line 4 comprises the following steps that order is carried out:
A1, set up the FEM (finite element) model of multi pylon cable stayed bridge structure, in inferior limit tower 3 and the junction of girder 1, elasticity drag-line 4 is set vertically, form the FEM (finite element) model with the elasticity drag-line.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, elasticity drag-line 4 is K=10 by formula
nKN/m calculates, and the n initial value is taken as 1, then increases progressively step by step, and each n value correspondence obtains a K value; Bring into in the FEM (finite element) model of elasticity drag-line, calculating the dynamic characteristics of the FEM (finite element) model with the elasticity drag-line corresponding to each K value, and obtain the vertical frequency of floating the vibration shape of girder corresponding to each K value, make table 1.Along with n increases step by step, the elastic stiffness K of elasticity drag-line 4 is larger as shown in Table 1, and the vertical vibration shape frequency of floating of girder is also larger, and this shows that multi pylon cable stayed bridge system longitudinal rigidity is larger, and the vertical STATIC RESPONSE of structure under quiet wind-force effect is less;
Table 1
A3, when n increases to 5, with the vertical vibration shape of floating of the girder in the dynamic characteristics of the FEM (finite element) model of elasticity drag-line, disappear, this shows that multi pylon cable stayed bridge system longitudinal rigidity is suitable, increase elastic stiffness again and can cause girder and the response of bridge tower Longitudinal under the fluctuating wind effect excessive, now n gets the elastic stiffness K=10 of the elasticity drag-line of 5 correspondences
5KN/m is desired value.
The damped coefficient c of described fluid damper and definite method of damping exponent α comprise the following steps that order is carried out:
(1) calculate the FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time 3 with the elasticity drag-line.Wherein the dynamic response analytical method of the FEM (finite element) model of multi pylon cable stayed bridge under the fluctuating wind effect belongs to professional and technical personnel in the field's known technology.
(2) in common bridge tower 2 and the junction of girder 1, fluid damper 8 is set vertically, formation is with the FEM (finite element) model of elasticity drag-line and fluid damper 8, damped coefficient c and damping exponent α that convection cell damper 8 is different carry 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)
αDamping exponent α span is 0.1～1.0, and value is spaced apart 0.1.Because inferior limit tower 3 and girder 1 connection place are provided with elasticity drag-line 4, cause the dynamic response maximum of fluctuating wind effect limit tower next time 3.For this reason, choose the tower of time limit tower 3 at the bottom of the vertical bending moment maximum value as analysis indexes, calculate the FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time 3 with elasticity drag-line and fluid damper.
The damping rate β value of moment of flexure at the bottom of time limit tower 3 towers when (3) the Fluid Computation damper is chosen different damping coefficient c and damping exponent α, vertical bending moment maximum value * 100% at the bottom of the tower of the inferior limit tower 3 before β=(vertical bending moment maximum value at the bottom of the tower of the inferior limit tower 3 at the bottom of the tower of the inferior limit tower 3 before the installation fluid damper after vertical bending moment maximum value-installation fluid damper)/installation fluid damper.
Damping rate β figure when (4) the drafting fluid damper is chosen different damping coefficient c and damping exponent α, as shown in Figure 4, according to this figure, determine that maximum damping rate β is 57.74%, and the damped coefficient c of corresponding minimum is 7000kN (s/m) while obtaining maximum damping rate
0.1With damping exponent α corresponding to this damped coefficient c be 0.1.This damped coefficient c and damping exponent α are desired value.
After adopting above-mentioned hybrid control system, inferior limit tower 3 provides longitudinal rigidity with the elasticity drag-line 4 of girder 1 junction, can suppress girder 1 and the bridge tower vertical STATIC RESPONSE under quiet wind-force effect, and all the other common bridge towers 2 provide the longitudinal damping power consumption with the fluid damper 8 of girder 1 junction, can suppress the Longitudinal response under the fluctuating wind effect of girder 1 and bridge tower, thereby effectively suppress vertical charming appearance and behaviour response of strong wind-induced multi pylon cable stayed bridge girder and bridge tower.In proper order limit tower 3 is example, and table 2 has provided 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, vertical bending moment maximum at the bottom of the tower of structural system of elasticity drag-line 4 and fluid damper 8 is not installed, elasticity drag-line 4 rear towers are installed at the bottom of vertical bending moment obviously reduce.But, after elasticity drag-line 4 is installed, at the bottom of tower under the fluctuating wind effect, vertical bending moment is not compared when elasticity drag-line 4 and fluid damper 8 are installed and to be increased, for this reason, after on the basis that elasticity drag-line 4 is installed, fluid damper 8 being installed again, can significantly reduce the tower under the fluctuating wind effect at the bottom of vertical bending moment.Further, in the total charming appearance and behaviour response under quiet wind-force and fluctuating wind acting in conjunction, vertical bending moment minimum at the bottom of the tower of the structural system of installation elasticity drag-line 4 and fluid damper 8.
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 vertical charming appearance and behaviour of multi pylon cable stayed bridge structure response, it is characterized in that: in inferior limit tower (3) and the junction of girder (1), elasticity drag-line (4) is set vertically, described elasticity drag-line (4) one ends are connected with the lower transverse beam (5) of corresponding inferior limit tower (3), and the other end is connected with girder (1); Junction at all the other common bridge towers (2) and girder (1) vertically arranges fluid damper (8), and described fluid damper (8) one ends are 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 vertical charming appearance and behaviour of multi pylon cable stayed bridge structure according to claim 1 response, it is characterized in that: definite method of the elastic stiffness K of described elasticity drag-line (4) comprises the following steps that order is carried out:
A1, set up the FEM (finite element) model of multi pylon cable stayed bridge structure, in inferior limit tower (3) and the junction of girder (1), elasticity drag-line (4) is set vertically, form the FEM (finite element) model with the elasticity drag-line;
The elastic stiffness K value of a2, elasticity drag-line (4) is K=10 by formula
nKN/m calculates, and the n initial value is taken as 1, then increases progressively step by step, and each n value correspondence obtains a K value; Bring into in the FEM (finite element) model of elasticity drag-line, calculating the dynamic characteristics of the FEM (finite element) model with the elasticity drag-line corresponding to each K value, and obtain the vertical frequency of floating the vibration shape of girder corresponding to each K value;
A3, when n increases to a certain value, with the vertical vibration shape of floating of the girder in the dynamic characteristics of the FEM (finite element) model of elasticity drag-line, disappear, now the elastic stiffness K of elasticity drag-line (4) corresponding to this n value is desired value.
3. the hybrid control system of the vertical charming appearance and behaviour of multi pylon cable stayed bridge structure according to claim 2 response, it is characterized in that: the damped coefficient c of described fluid damper (8) and definite method of damping exponent α comprise the following steps that order is carried out:
B1, calculate the FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time (3) with the elasticity drag-line;
B2, in the junction of common bridge tower (2) and girder (1), fluid damper (8) is set vertically, formation is with the FEM (finite element) model of elasticity drag-line and fluid damper, damped coefficient c and damping exponent α that convection cell damper (8) is different carry out value, calculate the FEM (finite element) model vertical bending moment maximum value at the bottom of the tower of fluctuating wind effect limit tower next time (3) with elasticity drag-line and fluid damper;
The damping rate β value of moment of flexure at the bottom of time limit tower (3) tower when b3, Fluid Computation damper are chosen different damping coefficient c and damping exponent α, vertical bending moment maximum value * 100% at the bottom of the tower of the inferior limit tower (3) before β=(vertical bending moment maximum value at the bottom of the tower of the inferior limit tower (3) at the bottom of the tower of the inferior limit tower (3) before the installation fluid damper after vertical bending moment maximum value-installation fluid damper)/installation fluid damper;
Damping rate β figure when b4, drafting fluid damper (8) are chosen different damping coefficient c and damping exponent α, according to this figure, determine maximum damping rate, and damped coefficient c and the damping exponent α corresponding to this damped coefficient c of corresponding minimum while obtaining maximum damping rate, this damped coefficient c and damping exponent α are desired value.
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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 |
| CN105178185A (en) * | 2015-09-10 | 2015-12-23 | 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 |
| WO2022165983A1 (en) * | 2021-02-02 | 2022-08-11 | 中铁大桥勘测设计院集团有限公司 | Method for determining longitudinal restraint stiffness between tower beams of three-tower cable-stayed bridge and for optimizing foundation |
| CN115948976A (en) * | 2022-12-19 | 2023-04-11 | 中交公路规划设计院有限公司 | Longitudinal combination toughness constraint system and method for large-span suspension bridge |
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| WO2022165983A1 (en) * | 2021-02-02 | 2022-08-11 | 中铁大桥勘测设计院集团有限公司 | Method for determining longitudinal restraint stiffness between tower beams of three-tower cable-stayed bridge and for optimizing foundation |
| CN115948976A (en) * | 2022-12-19 | 2023-04-11 | 中交公路规划设计院有限公司 | Longitudinal combination toughness constraint system and method for large-span suspension bridge |
| 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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