CN112906260A - Wind-induced vibration control method for high-pier long-span bridge in construction period - Google Patents
Wind-induced vibration control method for high-pier long-span bridge in construction period Download PDFInfo
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Abstract
The invention discloses a wind-induced vibration control method for a high-pier large-span bridge in a construction period, which relates to the technical field of civil engineering and has the technical scheme that: analyzing to obtain the natural frequency information of the main beam; establishing an original finite element model; establishing a wind-resistant finite element model; carrying out complex modal analysis on the structural dynamic characteristics; evaluating and analyzing the complex modal dynamic characteristic result from the structural frequency and the modal damping ratio to obtain a first vibration reduction effect; evaluating and analyzing according to the buffeting response calculation result to obtain a second damping effect; verifying the test result of the wind-induced vibration response to obtain verification data; and correcting the concrete elasticity modulus of the bridge tower and the main beam of the original finite element model according to the verification data. The invention adopts the wind-induced vibration control of the main beam construction period by adopting the wind-resistant measure of matching the vertical down-guy cable and the pendulum TMD, can effectively reduce the wind-induced vibration response and the wind-induced buffeting load of the main beam of the bridge structure in the construction period, and improves the wind-resistant safety and the comfort of constructors in the construction period of the bridge.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a wind-induced vibration control method for a high-pier large-span bridge in a construction period.
Background
With the further advance of the construction of the traffic infrastructure in China, the construction of large bridges across gulfs and gorges in mountainous areas gradually becomes the key point of the construction of large-span bridges in China at present and in a plurality of periods in future. In more than twenty years, China builds a large number of mountainous large-span bridges, such as dam and tomb river bridges, north disk river bridges, four-river bridges, short village bridges, red stone extra bridges, Kaizhou lake extra bridges, and Peak forest extra bridges. The wind characteristic and the wind-induced vibration problem of the bridge site of the high-pier long-span bridge in the mountainous area are more prominent, and the method is one of the key points for the construction of the high-pier long-span bridge in the mountainous area.
In recent years, the research on wind resistance of sea-crossing and large-span bridges and mountainous-crossing canyons is gradually becoming the focus and hot spot of the wind resistance research of large-span bridges in our country. The wind resistance research of the bridge at the bridge position on the terrain in the complex mountainous area has the following main characteristics: (1) the wind characteristics of the bridge position are complex, and the bridge position has the characteristics of wind direction distribution, turbulence degree, complex integral scale and the like; (2) the wind effect of the complex terrain has obvious influence on the wind load of the structure; (3) the problem of wind-induced vibration is prominent in the construction period of a high-pier large-span cable-stayed bridge. For example, in a Millau Bridge (Millau Viaduct Bridge, span is arranged to be 204+6X342+204 ═ 2460m, and the height below the Bridge floor of a pier No. P2 is 244.8m) in France, the wind resistance of the Bridge is concerned in the design stage of the Bridge scheme, and the wind resistance of the Bridge is subjected to experimental study through a main beam segment model and a full-Bridge aeroelastic model test; considering the wind resistance of the high-pier large-span bridge in the construction period, the cantilever construction method in the preliminary scheme design is changed into incremental launching construction, a temporary tower is arranged in the center of each main span to meet the incremental launching construction requirement, and wind-induced vibration of the main girder in the construction period is controlled.
At present, the application situation of wind-resistant measures in the construction of high-pier large-span bridges at home and abroad can find that the wind-induced vibration control measures mainly comprise two main measures of a cable-descending measure and a TMD measure in the construction period of the cable-stayed bridge. However, the independent cable pulling-down measures and TMD measures have the defects that the wind-induced vibration response and the wind-induced buffeting load are large in the construction period of the main beam of the bridge structure, so that the wind resistance safety and the comfort of construction personnel are poor in the construction period of the bridge; in addition, the inherent damping of the 'main beam yaw' mode of the main beam in the scheme of inclining the inhaul cable is lower, so that the lateral rigidity of the beam is lower; and the problem that the rigidity of the whole vertical swing of the main beam is small. Therefore, how to research and design a wind-induced vibration control method for a high-pier large-span bridge in the construction period, which combines a cable pulling measure and a TMD measure, is a problem which is urgently needed to be solved at present.
Disclosure of Invention
In order to solve the defects in the prior art, the invention aims to provide a wind-induced vibration control method in the construction period of a high-pier large-span bridge.
The technical purpose of the invention is realized by the following technical scheme:
a wind-induced vibration control method for a high-pier large-span bridge in a construction period comprises the following steps:
s101: performing dynamic characteristic analysis on the cantilever construction period structure of the main beam of the high-pier long-span bridge to obtain the inherent frequency information of the main beam in twenty steps before different construction stages;
s102: establishing an original finite element model of the construction state of a main beam cantilever of the bridge structure according to the design parameters and the construction scheme data of the bridge structure;
s103: acquiring a wind-resistant measure parameter of the vertical down-guy cable matched with the eddy current pendulum TMD, inputting the wind-resistant measure parameter into an original finite element model, and establishing a wind-resistant finite element model;
s104: performing structural dynamic characteristic complex modal analysis on the original finite element model and the wind-resistant finite element model to respectively obtain a first complex modal dynamic characteristic result of the original bridge structure and a second complex modal dynamic characteristic result of the bridge structure after wind-resistant measures are taken; comparing the first complex modal dynamic characteristic result with the second complex modal dynamic characteristic result, and obtaining a first vibration reduction effect after adopting a wind resistance measure from the evaluation and analysis of the structural frequency and the modal damping ratio;
s105: performing buffeting response calculation on the original finite element model and the wind-resistant finite element model by adopting a buffeting time domain analysis method, and evaluating and analyzing wind-resistant measures according to a buffeting response calculation result of the bridge structure to obtain a second vibration reduction effect;
s106: testing the wind-induced vibration response of the original bridge structure and the bridge structure after the wind resistance measure is taken by adopting a aeroelastic model wind tunnel test method, and verifying the first vibration reduction effect and the second vibration reduction effect according to the test result to obtain verification data;
s107: and correcting the concrete elasticity modulus of the bridge tower and the main beam of the original finite element model according to the verification data, and repeating the steps S104-S106 until the verification data reaches the preset standard data.
Further, the wind resistance measure of the vertical down-guy cable and the eddy current pendulum type TMD is specifically as follows:
symmetrically arranging eddy current pendulum TMDs on bridge surfaces of cantilevers on two sides of the main beam;
the two sides along the length direction of the main beam are provided with a row of vertical inhaul cables which are arranged adjacently at intervals, and the two rows of vertical inhaul cables are symmetrically arranged.
Further, the wind resistance measure parameters comprise the position, the number, the diameter and the cable force of the vertical downdraft cables, the motion quality, the pendulum length and the optimal damping ratio of the eddy current pendulum type TMD.
Further, the specific process of the wind-induced vibration response test is as follows:
dividing each vertical down-guy cable into a plurality of units, simulating pulsating wind speed at each node of each vertical down-guy cable, and calculating pulsating wind load by adopting a buffeting analysis theory;
synchronously applying the pulsating wind load and the pulsating wind load of the bridge tower and the main beam to the structure for buffeting response time domain analysis;
when time domain analysis is carried out, the self weight of the structure and the initial cable force factor are considered, and the geometric nonlinear effect is taken into account.
Further, the specific process of the bridge frequency test is as follows:
directly arranging an acceleration sensor on the main beam bridge surface near the eddy current pendulum TMD, and connecting the acceleration sensor with a collection instrument;
the time-course curve of the beam body under the excitation action of the external environment is collected through a data collection instrument, and then the first-order vertical swing frequency of the beam body is analyzed and calculated.
Further, the specific process of the performance parameter test of the eddy current pendulum TMD is as follows:
applying a horizontal force on a mass block of the current vortex pendulum type TMD through external force driving to enable the mass block to swing for a certain displacement;
then, the external force is removed to enable the mass block to vibrate in a free damping mode;
and acquiring a vibration time curve of the eddy current pendulum TMD through a data acquisition system, and analyzing and calculating the frequency and damping performance of the eddy current pendulum TMD according to the vibration time curve.
Further, the test calculation of the wind-induced vibration response comprises wind-induced buffeting response analysis under the action of three working conditions, namely symmetric wind on the left side and the right side of the bridge tower, asymmetric wind on the left side and the right side and asymmetric wind, wherein the proportion of the asymmetric wind on the left side and the right side is 1: 0.5, the proportion of asymmetric wind is 1: 0.
further, the test calculation of the wind-induced vibration response comprises:
when the TMD does not work, testing the bridge yaw frequency, the damping ratio and the bridge transverse vibration modal frequency identification under the emergency braking action of a bridge deck crane;
and when the TMD works, testing the structure yaw frequency, the damping ratio and the structure transverse vibration modal frequency identification when the TMD is pushed to excite the bridge.
Further, the buffeting time domain analysis method comprises the steps of calculating the static wind load, the buffeting force and the pneumatic self-excitation force acting on the main beam in unit length;
the calculation formula of the static wind load acting on the girder in unit length is as follows:
wherein rho is air density, and rho is 1.225kg/m3(ii) a U is the average wind speed; a. thenTaking the lateral projection height of the main beam as the beam height; b is the width of the main girder; cD,CL,CMThe three-component coefficient of static force of the girder is obtained by a three-component coefficient test of a girder segment model;
the load is static wind load in the transverse direction of the bridge;
vertical calm wind load;
is a torque load;
the calculation formula of the shaking force acting on the unit length main beam is as follows:
wherein, Fyb(t) buffeting wind load in the transverse bridge direction; fzb(t) vertical buffeting wind load; mx(t) torque buffeting wind load; u (t) is downwind pulsating wind speed; w (t) is the vertical pulsating wind speed;C'Dthe derivative of the main beam resistance coefficient to the attack angle is obtained; c'LThe derivative of the main beam lift coefficient to the attack angle; c'MThe derivative of the main beam lift moment coefficient to the attack angle is obtained;
the calculation formula of the pneumatic self-excitation force acting on the unit-length main beam is as follows:
wherein, Fae(t) is the pneumatic self-excitation force acting on the unit length main beam; c0Is a pneumatic damping matrix; k0Is a pneumatic stiffness matrix;
the main beam movement speed; delta (t) is the main beam movement displacement.
Further, the aerodynamic stiffness acting on the unit node
Pneumatic damping matrix
The calculation formula is specifically as follows:
wherein L is0Is the main beam unit length.
Compared with the prior art, the invention has the following beneficial effects:
1. the invention firstly proposes that the wind-induced vibration control is carried out on the girder of the high-pier large-span bridge by adopting the wind-resistant measure of matching the vertical down-guy cable with the pendulum TMD, and the wind-induced vibration response and the wind-induced buffeting load can be effectively reduced by adopting the wind-resistant measure in the construction period of the girder of the bridge structure, so that the wind-resistant safety and the comfort of constructors in the construction period of the bridge are improved;
2. according to the technical scheme provided by the invention, the problem of insufficient tension force caused by the sag effect of the stay cable can be effectively avoided in the cantilever construction stage of the high-pier cable-stayed bridge, and compared with the scheme of inclining the stay cable, the 'main beam transverse swing' modal inherent damping ratio of the main beam can be greatly improved, and the lateral rigidity of the main beam is greatly improved.
3. Compared with the traditional TMD wind resistance measures, the method can greatly improve the 'integral vertical swing' rigidity of the girder, thereby reducing the wind vibration response and the wind-induced buffeting load of the girder during the construction period.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the invention and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the invention and together with the description serve to explain the principles of the invention. In the drawings:
FIG. 1 is a schematic view of the arrangement of wind-resistant measures of the vertical downdraft cable and the eddy current pendulum TMD in the embodiment of the present invention;
FIG. 2 is a graph showing the variance of the root of displacement response of the front and rear main beam ends with the change of wind speed, where a is the lateral displacement of the beam ends and b is the vertical displacement of the beam ends, when wind resistance measures are taken in the embodiment of the present invention;
fig. 3 is a schematic diagram of the effect of the wind-induced vibration response test in the embodiment of the invention, where a is the vibration response in the transverse bridge direction of the main beam when the TMD is not in operation, and b is the vibration response in the transverse bridge direction of the main beam when the TMD is in operation.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not meant to limit the present invention.
Example (b): a wind-induced vibration control method for a high-pier large-span bridge in a construction period comprises the following steps as shown in figure 1:
s101: performing dynamic characteristic analysis on the cantilever construction period structure of the main beam of the high-pier long-span bridge to obtain the inherent frequency information of the main beam in twenty steps before different construction stages;
s102: establishing an original finite element model of the construction state of a main beam cantilever of the bridge structure according to the design parameters and the construction scheme data of the bridge structure;
s103: acquiring a wind-resistant measure parameter of the vertical down-guy cable matched with the eddy current pendulum TMD, inputting the wind-resistant measure parameter into an original finite element model, and establishing a wind-resistant finite element model;
s104: performing structural dynamic characteristic complex modal analysis on the original finite element model and the wind-resistant finite element model to respectively obtain a first complex modal dynamic characteristic result of the original bridge structure and a second complex modal dynamic characteristic result of the bridge structure after wind-resistant measures are taken; comparing the first complex modal dynamic characteristic result with the second complex modal dynamic characteristic result, and obtaining a first vibration reduction effect after adopting a wind resistance measure from the evaluation and analysis of the structural frequency and the modal damping ratio;
s105: performing buffeting response calculation on the original finite element model and the wind-resistant finite element model by adopting a buffeting time domain analysis method, and evaluating and analyzing wind-resistant measures according to a buffeting response calculation result of the bridge structure to obtain a second vibration reduction effect;
s106: testing the wind-induced vibration response of the original bridge structure and the bridge structure after the wind resistance measure is taken by adopting a aeroelastic model wind tunnel test method, and verifying the first vibration reduction effect and the second vibration reduction effect according to the test result to obtain verification data;
s107: and correcting the concrete elasticity modulus of the bridge tower and the main beam of the original finite element model according to the verification data, and repeating the steps S104-S106 until the verification data reaches the preset standard data.
The wind-resistant measure of the cooperation of the vertical down-guy cable and the eddy current pendulum TMD is as follows: symmetrically arranging eddy current pendulum TMDs on bridge surfaces of cantilevers on two sides of the main beam; the two sides along the length direction of the main beam are provided with a row of vertical inhaul cables which are arranged adjacently at intervals, and the two rows of vertical inhaul cables are symmetrically arranged.
The wind resistance measure parameters comprise the position, the number, the diameter and the cable force of the vertical down-pulling cables, the motion quality, the pendulum length and the optimal damping ratio of the eddy current pendulum type TMD.
The specific process of the wind-induced vibration response test is as follows: dividing each vertical down-guy cable into a plurality of units, simulating pulsating wind speed at each node of each vertical down-guy cable, and calculating pulsating wind load by adopting a buffeting analysis theory; synchronously applying the pulsating wind load and the pulsating wind load of the bridge tower and the main beam to the structure for buffeting response time domain analysis; when time domain analysis is carried out, the self weight of the structure and the initial cable force factor are considered, and the geometric nonlinear effect is taken into account.
The specific process of the bridge frequency test is as follows: directly arranging an acceleration sensor on the main beam bridge surface near the eddy current pendulum TMD, and connecting the acceleration sensor with a collection instrument; the time-course curve of the beam body under the excitation action of the external environment is collected through a data collection instrument, and then the first-order vertical swing frequency of the beam body is analyzed and calculated.
The specific process of the performance parameter test of the eddy current pendulum TMD is as follows: applying a horizontal force on a mass block of the current vortex pendulum type TMD through external force driving to enable the mass block to swing for a certain displacement; then, the external force is removed to enable the mass block to vibrate in a free damping mode; and acquiring a vibration time curve of the eddy current pendulum TMD through a data acquisition system, and analyzing and calculating the frequency and damping performance of the eddy current pendulum TMD according to the vibration time curve.
The test calculation of the wind-induced vibration response comprises the analysis of the wind-induced buffeting response under the action of three working conditions, namely symmetrical wind on the left side and the right side of the bridge tower, asymmetrical wind on the left side and the right side and asymmetrical wind, wherein the proportion of the asymmetrical wind on the left side and the right side is 1: 0.5, the proportion of the asymmetric wind is 1: 0.
the test calculation of the wind-induced vibration response comprises the following steps: when the TMD does not work, testing the bridge yaw frequency, the damping ratio and the bridge transverse vibration modal frequency identification under the emergency braking action of a bridge deck crane; and when the TMD works, testing the structure yaw frequency, the damping ratio and the structure transverse vibration modal frequency identification when the TMD is pushed to excite the bridge.
The buffeting time domain analysis method comprises the step of calculating the calm wind load, the shaking force and the pneumatic self-excitation force acting on the main beam in unit length.
The calculation formula of the static wind load acting on the girder in unit length is as follows:
wherein rho is air density, and rho is 1.225kg/m3(ii) a U is the average wind speed; a. thenTaking the lateral projection height of the main beam as the beam height; b is the width of the main girder; cD,CL,CMThe three-component coefficient of static force of the girder is obtained by a three-component coefficient test of a girder segment model;
the load is static wind load in the transverse direction of the bridge;
vertical calm wind load;
is the torque load.
The calculation formula of the shaking force acting on the unit length main beam is as follows:
wherein, Fyb(t) buffeting wind load in the transverse bridge direction; fzb(t) vertical buffeting wind load; mx(t) torque buffeting wind load; u (t) is downwind pulsating wind speed; w (t) is the vertical pulsating wind speed; c'DThe derivative of the main beam resistance coefficient to the attack angle is obtained; c'LThe derivative of the main beam lift coefficient to the attack angle; c'MThe derivative of the coefficient of the main beam lift moment to the angle of attack.
The calculation formula of the pneumatic self-excitation force acting on the unit-length main beam is as follows:
wherein, Fae(t) is the pneumatic self-excitation force acting on the unit length main beam; c0Is a pneumatic damping matrix; k0Is a pneumatic stiffness matrix;
the main beam movement speed; delta (t) is the main beam movement displacement.
Pneumatic stiffness acting on unit node
Pneumatic damping matrix
The calculation formula is specifically as follows:
wherein L is0Is the main beam unit length.
The method takes a red-rock bridge as an example, and adopts TMD measures to respond to a root variance variation curve along with wind speed in the transverse bridge direction and the vertical bridge direction at the beam ends of a front main beam and a rear main beam under a maximum double-cantilever aeroelastic model of a bridge tower at a turbulent flow field wind drift angle of 0 degree. As can be seen from fig. 2, under a wind drift angle of 0 degrees, the damping effect of the transverse bridge displacement at the end of the main beam is about 27%, the damping effect of the vertical displacement at the end of the main beam is about 50%, and the damping effect is obvious.
The invention takes a red-rock bridge as an example, when the construction of a beam section of a tower main beam is finished, the eddy current pendulum type TMD does not work, and the transverse bridge acceleration response actual measurement result of the main beam close to the beam end is shown in figure 3 in the working state. Table 1 shows the comparison between the calculated value and the measured value of the TMD effect after the construction of the 21# beam section of the 5# tower of the red-stone bridge. As can be seen from Table 1, when the TMD is in operation, the damping ratio of the additional mode corresponding to the vibration mode of "main beam yaw + TMD reverse vibration" is 2.86% -3.25%, and the damping ratio of the main beam yaw + TMD vibration mode "is actually measured and is lower than the calculated value by about 7.4%. The actual measured value of the modal damping ratio corresponding to the 'integral yaw' of the bridge is about 3.2 times of the damping ratio of the original structure, and the vibration reduction effect is obvious.
TABLE 2 comparison of the calculated value and the measured value of the TMD effect after the construction of the No. 5 tower No. 21 beam segment of the red-stone bridge
Table 2 shows the results of the vertical vibration modal frequency of the main beam identified by the environmental excitation method when the # 5 tower is constructed into the # 21 beam section, compared with the finite element calculated values. As can be seen from Table 3, after the wind resistance measure of the stay cable is adopted, the integral vertical swing frequency of the main beam is increased from 0.1192Hz (which is calculated after correcting the finite element model of the original structure based on the actual measurement frequency result) of the original structure to 0.1760Hz, and the increase ratio is 47.7%, which shows that the stay cable has an obvious effect of improving the integral vertical swing rigidity of the main beam.
Calculating and comparing the effect of the down-pulling rope after the construction of the No. 21 beam section of the No. 35 tower in the table is finished
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are merely exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (10)
1. A wind-induced vibration control method for a high-pier large-span bridge in a construction period is characterized by comprising the following steps:
s101: performing dynamic characteristic analysis on the cantilever construction period structure of the main beam of the high-pier long-span bridge to obtain the inherent frequency information of the main beam in twenty steps before different construction stages;
s102: establishing an original finite element model of the construction state of a main beam cantilever of the bridge structure according to the design parameters and the construction scheme data of the bridge structure;
s103: acquiring a wind-resistant measure parameter of the vertical down-guy cable matched with the eddy current pendulum TMD, inputting the wind-resistant measure parameter into an original finite element model, and establishing a wind-resistant finite element model;
s104: performing structural dynamic characteristic complex modal analysis on the original finite element model and the wind-resistant finite element model to respectively obtain a first complex modal dynamic characteristic result of the original bridge structure and a second complex modal dynamic characteristic result of the bridge structure after wind-resistant measures are taken; comparing the first complex modal dynamic characteristic result with the second complex modal dynamic characteristic result, and obtaining a first vibration reduction effect after adopting a wind resistance measure from the evaluation and analysis of the structural frequency and the modal damping ratio;
s105: performing buffeting response calculation on the original finite element model and the wind-resistant finite element model by adopting a buffeting time domain analysis method, and evaluating and analyzing wind-resistant measures according to a buffeting response calculation result of the bridge structure to obtain a second vibration reduction effect;
s106: testing the wind-induced vibration response of the original bridge structure and the bridge structure after the wind resistance measure is taken by adopting a aeroelastic model wind tunnel test method, and verifying the first vibration reduction effect and the second vibration reduction effect according to the test result to obtain verification data;
s107: and correcting the concrete elasticity modulus of the bridge tower and the main beam of the original finite element model according to the verification data, and repeating the steps S104-S106 until the verification data reaches the preset standard data.
2. The method for controlling wind-induced vibration during construction of the high-pier large-span bridge according to claim 1, wherein the wind resistance measure of the vertical down-guy cable matched with the eddy current pendulum type TMD is as follows:
symmetrically arranging eddy current pendulum TMDs on bridge surfaces of cantilevers on two sides of the main beam;
the two sides along the length direction of the main beam are provided with a row of vertical inhaul cables which are arranged adjacently at intervals, and the two rows of vertical inhaul cables are symmetrically arranged.
3. The method as claimed in claim 1, wherein the wind-induced vibration control during construction of the high-pier large-span bridge is characterized in that the wind-resistance measure parameters comprise position, number, diameter and cable force of vertical downstays, and moving mass, pendulum length and optimal damping ratio of eddy current pendulum type TMD.
4. The method for controlling the wind-induced vibration during the construction period of the high-pier large-span bridge according to claim 1, wherein the specific process of the wind-induced vibration response test calculation is as follows:
dividing each vertical down-guy cable into a plurality of units, simulating pulsating wind speed at each node of each vertical down-guy cable, and calculating pulsating wind load by adopting a buffeting analysis theory;
synchronously applying the pulsating wind load and the pulsating wind load of the bridge tower and the main beam to the structure for buffeting response time domain analysis;
when time domain analysis is carried out, the self weight of the structure and the initial cable force factor are considered, and the geometric nonlinear effect is taken into account.
5. The method for controlling the wind-induced vibration in the construction period of the high-pier large-span bridge according to claim 1, wherein the concrete process of the bridge frequency test is as follows:
directly arranging an acceleration sensor on the main beam bridge surface near the eddy current pendulum TMD, and connecting the acceleration sensor with a collection instrument;
the time-course curve of the beam body under the excitation action of the external environment is collected through a data collection instrument, and then the first-order vertical swing frequency of the beam body is analyzed and calculated.
6. The method for controlling the wind-induced vibration during the construction period of the high-pier large-span bridge according to claim 1, wherein the specific process of the performance parameter test of the eddy current pendulum type TMD is as follows:
applying a horizontal force on a mass block of the current vortex pendulum type TMD through external force driving to enable the mass block to swing for a certain displacement;
then, the external force is removed to enable the mass block to vibrate in a free damping mode;
and acquiring a vibration time curve of the eddy current pendulum TMD through a data acquisition system, and analyzing and calculating the frequency and damping performance of the eddy current pendulum TMD according to the vibration time curve.
7. The method as claimed in claim 1, wherein the test calculation of the wind-induced vibration response includes analysis of wind-induced buffeting responses under three working conditions of symmetric wind on left and right sides of the bridge tower, asymmetric wind on left and right sides and asymmetric wind, and the proportion of the asymmetric wind on left and right sides is 1: 0.5, the proportion of asymmetric wind is 1: 0.
8. the method for controlling the wind-induced vibration during the construction period of the high-pier large-span bridge according to claim 1, wherein the test calculation of the wind-induced vibration response comprises the following steps:
when the TMD does not work, testing the bridge yaw frequency, the damping ratio and the bridge transverse vibration modal frequency identification under the emergency braking action of a bridge deck crane;
and when the TMD works, testing the structure yaw frequency, the damping ratio and the structure transverse vibration modal frequency identification when the TMD is pushed to excite the bridge.
9. The method for controlling wind-induced vibration during construction of the high-pier large-span bridge according to claim 1, wherein the buffeting time domain analysis method comprises calculating a static wind load, a buffeting force and a pneumatic self-excitation force acting on a main beam per unit length;
the calculation formula of the static wind load acting on the girder in unit length is as follows:
wherein rho is air density, and rho is 1.225kg/m3(ii) a U is the average wind speed; a. thenTaking the lateral projection height of the main beam as the beam height; b is the width of the main girder; cD,CL,CMThe three-component coefficient of static force of the girder is obtained by a three-component coefficient test of a girder segment model;
the load is static wind load in the transverse direction of the bridge;
vertical calm wind load;
is a torque load;
the calculation formula of the shaking force acting on the unit length main beam is as follows:
wherein, Fyb(t) buffeting wind load in the transverse bridge direction; fzb(t) vertical buffeting wind load; mx(t) torque buffeting wind load; u (t) is downwind pulsating wind speed; w (t) is the vertical pulsating wind speed; c'DThe derivative of the main beam resistance coefficient to the attack angle is obtained; c'LThe derivative of the main beam lift coefficient to the attack angle; c'MThe derivative of the main beam lift moment coefficient to the attack angle is obtained;
the calculation formula of the pneumatic self-excitation force acting on the unit-length main beam is as follows:
wherein, Fae(t) is the pneumatic self-excitation force acting on the unit length main beam; c0Is a pneumatic damping matrix; k0Is a pneumatic stiffness matrix;
the main beam movement speed; delta (t) is the main beam movement displacement.
10. The method as claimed in claim 1, wherein the pneumatic stiffness of the unit nodes is controlled by the pneumatic stiffness of the unit nodes
Pneumatic damping matrix
The calculation formula is specifically as follows:
wherein L is0Is the main beam unit length.
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| CN115455547A (en) * | 2022-09-26 | 2022-12-09 | 西南交通大学 | Suspension bridge construction wind resistance analysis optimization method considering static power effect |
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| CN117708939A (en) * | 2023-12-15 | 2024-03-15 | 中国建筑第五工程局有限公司 | Large-span arch bridge buckling cable wind-induced vibration excitation parameter vibration theory analysis method |
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