CN113984418A - Bridge rotation process vibration monitoring and safety early warning method - Google Patents

Bridge rotation process vibration monitoring and safety early warning method Download PDF

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CN113984418A
CN113984418A CN202111185000.XA CN202111185000A CN113984418A CN 113984418 A CN113984418 A CN 113984418A CN 202111185000 A CN202111185000 A CN 202111185000A CN 113984418 A CN113984418 A CN 113984418A
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bridge
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bending moment
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box girder
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CN113984418B (en
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许乐
张孟琦
梁昆
陈盈
王永欢
张文学
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Beijing University of Technology
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Abstract

The invention discloses a bridge turning process vibration monitoring and safety early warning method, which comprises the following steps: s1, carrying out stress analysis on the bridge to obtain the overturning bending moment borne by the bridge in the rotating process and the required conditions when the bridge does not overturn; s2, simplifying the rotation process of the bridge to obtain the relation between the bending moment caused by the vibration of the structural rotation and the vertical acceleration of the beam end; and S3, obtaining a beam end vertical vibration acceleration limit value in the bridge turning process based on the S1-S2, and carrying out safety early warning according to the beam end vertical vibration acceleration limit value. The invention can realize overall stability monitoring, effectively establishes the relationship between the vibration monitoring variable and the overall stability in bridge rotation, quantitatively reflects the overturning danger degree of the structure, and is suitable for the rotation process vibration monitoring of various continuous bridge bridges and cable-stayed bridges by the safety early warning technology.

Description

Bridge rotation process vibration monitoring and safety early warning method
Technical Field
The invention relates to the technical field of bridges, in particular to a bridge rotation process vibration monitoring and safety early warning method.
Background
With further upgrading of the traffic network in China and gradual increase of cross-line projects, the horizontal swivel method becomes a preferred scheme for cross-line bridge construction due to the characteristics of small interference on existing line traffic, strong site adaptability and the like. However, the bridge is subjected to uncertain actions such as gusts and rotation-induced vibrations during the turning process, and thus a vibration response is inevitably generated. In order to ensure the safety of the bridge in the rotating process, the rotating structure needs to be monitored in the rotating construction process. However, the currently mainstream swivel construction monitoring scheme only includes strain monitoring of front and rear control sections of a swivel, linear monitoring of a main beam, testing of unbalanced moment in front of the swivel, and the like, and there is no monitoring variable capable of reflecting overall stability. Due to the requirement on the real-time monitoring of stability, vibration monitoring is added to the monitoring scheme of part of swivel engineering. However, the relationship between the vibration monitoring variable of the swivel structure and the overall stability is still lack of research, subjective judgment is mostly carried out by experience, and the vibration monitoring result is difficult to quantitatively reflect the overturning danger degree of the structure, so that the potential safety hazard inevitably exists, and then resonance is caused when the excitation is at a specific frequency, and the overall stability is threatened.
Disclosure of Invention
In order to solve the technical problems, the invention provides a vibration monitoring and safety early warning method for a bridge turning process, which is used for monitoring the overall stability by monitoring the vibration acceleration and converting the vibration acceleration into the bending moment of the pier bottom, and simultaneously provides a safety early warning limit value for solving the problems in the background technology.
In order to achieve the purpose, the invention provides a bridge turning process vibration monitoring and safety early warning method, which comprises the following steps:
s1, carrying out stress analysis on the bridge to obtain the overturning bending moment borne by the bridge in the rotating process and the required conditions when the bridge does not overturn;
s2, simplifying the rotation process of the bridge to obtain the relation between the bending moment caused by the vibration of the structural rotation and the vertical acceleration of the beam end;
and S3, obtaining a beam end vertical vibration acceleration limit value in the bridge turning process based on the S1-S2, and carrying out safety early warning according to the beam end vertical vibration acceleration limit value.
Preferably, the S1 includes:
s1.1, calculating the overturning bending moment borne by the bridge in the rotating process; the overturning bending moment comprises: structure eccentric bending moment, bending moment caused by asymmetric wind load and bending moment caused by structure rotation vibration;
s1.2, calculating the balance moment required by the bridge in the flat turning process and the condition when the bridge does not overturn;
and S1.3, obtaining the condition that the bending moment caused by the vibration of the structural rotor does not overturn based on the S1.1-S1.2.
Preferably, the structure has eccentric bending moment MeThe expression of (a) is:
Me＝Wz·e………………(3)
in the formula: wzThe total weight of the swivel structure; e is the eccentricity;
the balance moment MrThe expression of (a) is:
Mr＝λ·R·r………………(2)
in the formula, R is the bearing capacity designed by a single supporting leg; r is the arrangement radius of the supporting feet; lambda is the reduction coefficient of the bearing capacity;
bending moment M caused by asymmetric wind loadwThe expression of (a) is:
Figure BDA0003298792550000031
in the formula, L is the length of a half-width beam of a swivel structure; b is the beam width; f. ofwThe vertical wind pressure is calculated according to the standard.
Preferably, the conditions of the bending moment caused by the vibration of the structural rotor when no overturning occurs are as follows:
Mv＜Mr-Mw-Me………………(5)
in the formula, MeThe structure is eccentric bending moment; mwBending moment caused by asymmetric wind load; mvBending moment caused by vibration of the structure rotating body; mrTo balance the moment.
Preferably, the S2 includes:
simplifying the rotation process of the continuous bridge, and obtaining the relational expression between the bending moment caused by the vibration of the structure rotation and the vertical acceleration of the beam end as follows:
Figure BDA0003298792550000032
in the formula, MpThe total mass of the bridge pier is; mbThe total mass of the box girder; h ispThe pier height calculated from the center of the spherical hinge; h isbIs the pier top position with the beam height
Figure BDA0003298792550000033
l is a general term for the distance between the mass center of the box girder at the left side and the mass center of the box girder at the right side and the pier top; l is the length of a half-width beam of the swivel structure; a isyIs the beam-end vertical acceleration.
Preferably, the rotation process of the cable-stayed bridge is simplified, and the relation expression between the bending moment caused by the vibration of the structural rotation and the vertical acceleration of the beam end is obtained as follows:
Figure BDA0003298792550000041
in the formula, MbPoint B mass concentration; maFor A point mass concentration, McThe mass of the tower column and the cross beam below the bridge deck is concentrated on the point C; h is1The distance between the center of the box girder and the center of the spherical hinge is the height; h is2The height from the center position of the upper tower column anchor box to the center of the box girder is determined; l2Respectively the distance from the mass center of the right box girder to the intersection point of the tower girders; l is the length of a half-width beam of the swivel structure; a isyIs the beam-end vertical acceleration.
Preferably, the S3 includes:
s3.1, obtaining a beam end vertical vibration acceleration limit value in the turning process of the continuous bridge or the cable-stayed bridge based on the S1-S2;
s3.2, respectively monitoring the static state and the trial rotation process of the bridge according to the limit value of the vertical vibration acceleration of the beam end to obtain the maximum vibration response of the beam end in the static state or the trial rotation process of the bridge;
s3.3, monitoring the positive rotating process to obtain a limit value of the vertical vibration acceleration of the beam end; and based on the S3.2, carrying out tracking, judgment and early warning on the limit value of the vertical vibration acceleration of the beam end in the positive type turning process.
Preferably, the beam end vertical vibration acceleration limit expression of the continuous bridge is as follows:
Figure BDA0003298792550000042
in the formula, MeThe structure is eccentric bending moment; mwBending moment caused by asymmetric wind load; mrIs a balance moment; h ispThe pier height calculated from the center of the spherical hinge; mpThe total mass of the bridge pier is; mbThe total mass of the box girder; h isbIs the pier top position with the beam height
Figure BDA0003298792550000051
l is a general term for the distance between the mass center of the box girder at the left side and the mass center of the box girder at the right side and the pier top; l is the length of a half-width beam of the swivel structure.
Preferably, the limit expression of the vertical vibration acceleration of the beam end of the cable-stayed bridge is as follows:
Figure BDA0003298792550000052
in the formula, MeThe structure is eccentric bending moment; mwBending moment caused by asymmetric wind load; mrIs a balance moment; mbPoint B mass concentration; maFor A point mass concentration, McThe mass of the tower column and the cross beam below the bridge deck is concentrated on the point C; h is1The distance between the center of the box girder and the center of the spherical hinge is the height; h is2The height from the center position of the upper tower column anchor box to the center of the box girder is determined; l2Respectively the distance from the mass center of the right box girder to the intersection point of the tower girders; l is the length of a half-width beam of the swivel structure.
Compared with the prior art, the invention has the following technical effects:
according to the invention, the vertical acceleration of the beam end is monitored and converted into the bending moment of the pier bottom, so that the overall stability monitoring is realized, the relationship between the vibration monitoring variable in the bridge rotation and the overall stability can be effectively established, and the overturning danger degree of the structure can be quantitatively reflected. Compared with a monitoring scheme of directly measuring the pier bottom stress, the vibration monitoring method has the advantages of no influence of the discreteness of local materials, sensitive sensor reaction, high data reliability and the like. Meanwhile, the invention also adopts a safe pre-warning technology of the rotation process vibration, and can be suitable for the vibration monitoring of the rotation process of various continuous beam bridges and cable-stayed bridges.
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In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without inventive exercise.
FIG. 1 is a flow chart of a method of an embodiment of the present invention;
FIG. 2 is a schematic diagram of stability stress of a bridge swivel according to an embodiment of the present invention;
FIG. 3 is a simplified model diagram of rigid body rotation of a swivel continuous bridge according to an embodiment of the present invention;
FIG. 4 is a simplified model diagram of rigid rotation of a cable-stayed swivel bridge according to an embodiment of the present invention;
FIG. 5 is a vertical vibration response time course diagram of the steel box girder swivel bridge according to the embodiment of the invention; wherein, (a) is a left small-mileage side beam end vertical vibration time-course diagram; (b) a left large-mileage side beam end vertical vibration time-course diagram; (c) a vertical vibration time-course diagram of the side beam end with the small right mileage is shown; (d) a vertical vibration time-course diagram of the side beam end with large right mileage is shown;
FIG. 6 is a vertical vibration response time course diagram of the swivel cable-stayed bridge according to the embodiment of the invention; wherein, (a) is a time-course diagram of vertical vibration response in front of a main tower rotator; (b) is a time-course diagram of vertical vibration response in the main tower rotor.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below.
Example 1
Referring to fig. 1, the invention provides a bridge rotation process vibration monitoring and safety early warning method, which comprises the following steps:
referring to fig. 2, the bridge bears three overturning bending moments in the horizontal rotation process, namely, a structural eccentric bending moment MeBending moment M caused by asymmetric wind loadwBending moment M caused by vibration of structural rotary bodyv. The balance in the horizontal rotation process is provided by the supporting force between the upper turntable supporting feet and the lower turntable slideway, and the balance moment is Mr. In order to ensure that the turning process does not overturn, the following conditions are required to be met:
Mr＞Mv+Mw+Me………………(1)
wherein the balance moment MrThe expression of (a) is:
Mr＝λ·R·r………………(2)
wherein R is the bearing capacity (kN) designed for a single arm brace; r is the temple layout radius (m); λ is a bearing capacity reduction coefficient, and in this embodiment, λ is 0.5.
Wherein, the structure eccentric bending moment MeThe expression of (a) is:
Me＝Wz·e………………(3)
in the formula: wzThe total weight (kN) of the rotating body structure; e is the eccentricity (m). Structure eccentric bending moment MeThe total weight and the eccentricity of the rotating body structure can be determined after the total weight and the eccentricity of the rotating body structure are measured in the weighing stage.
Wherein, bending moment M caused by asymmetric wind loadwAlthough design documents and relevant specifications all specify that the turning condition is fifth-order wind and the following environment, strong gust action in a short time can be encountered in the turning process. Therefore, in the embodiment, the vertical wind pressure is calculated according to the basic wind speed of the place where the bridge is located in 10 years, the vertical wind load acting on one side is considered most safely, and the bending moment M caused by the wind load is determinedwThe expression of (a) is:
Figure BDA0003298792550000081
in the formula, L is the length of a half-width beam of the swivel structure, and the length (m) of one side with larger span is taken as the length of the asymmetric structure; b is the beam width (m); f. ofwIs vertical wind pressure (kN/m) calculated according to the specification2)。
In formula (1), Mr、MeAnd MwAll can be obtained in advance from the formulas (2), (3) and (4), and further M can be obtainedvIt should satisfy:
Mv＜Mr-Mw-Me………………(5)
bending moment M caused by vibration of structural swivelvThe maximum value of the angle between the rotating body and the sliding way is almost the moment when the supporting foot is contacted with the sliding way, the rotating body structure basically rotates horizontally at a constant speed before the contact, and the vertical vibration response is very small. The vertical obvious vibration of the rotating body structure is caused due to similar collision response at the moment that the supporting feet are contacted with the slide way, although the structure vibration acceleration response is the maximum, the displacement response is very small, and the structure vibration mainly takes rigid body rotation. On the basis of this, the method is suitable for the production,in order to facilitate on-site rapid calculation and evaluation, the continuous beam bridge and the cable-stayed bridge are subjected to rigid body rotation simplified analysis.
The simplified rotary rigid body model of continuous bridge is shown in FIG. 3, in which MpThe total mass (kg) of the bridge pier is concentrated on a point B; mbThe total mass (kg) of the box girder; maThe total mass (kg) of the left half-width box girder is concentrated on the point A; m'aThe total mass (kg) of the right half box girder is concentrated on the point A', Mb＝Ma+M′aIn a symmetrical structure, then
Figure BDA0003298792550000082
hpThe pier height (m) counted from the center of the spherical hinge; h isbThe beam height (m) at the pier top position
Figure BDA0003298792550000091
l1And l2The distances from the mass centers of the left and right box girders to the pier tops are respectively, and for a symmetrical structure, the distance between the mass centers of the left and right box girders and the pier tops is l1＝l2L is a half-beam length of the swivel structure.
At this time, bending moment M caused by vibration of the structure rotation bodyvThe expression of (a) is:
Mv＝2Ma·aax·h+Mp·h1·apx+2Ma·l·aay……(6)
wherein l is a general name of the distance between the mass center of the box girder at the left side and the mass center of the box girder at the right side and the pier top.
The geometric relation of the combined structure is set at the moment that the supporting foot is contacted with the slideway, the rotating acceleration d of the whole rotating body structure around the spherical hinge O2Theta is a high order minor quantity, and then:
Figure BDA0003298792550000092
in the formula: a isax、a′axThe horizontal acceleration of the point A and the point A'; a isay、a′ayVertical acceleration at points A and A'; a isyAs vertical acceleration of the beam end (test station)Position); a isbxAnd acxHorizontal acceleration of a point B and a point C respectively; a isbyAnd acyRespectively, the vertical acceleration of the point B and the vertical acceleration of the point C.
The formula (7) is driven into the formula (6) to obtain the structural vibration overturning bending moment and the actually measured beam end vertical acceleration a in the rotating process of the continuous beam bridgeyThe relationship of (a) to (b) is as follows:
Figure BDA0003298792550000101
the simplified rotation model of the cable-stayed bridge swivel rigid body is shown in figure 4, wherein MbThe mass is concentrated for the point B,
Figure BDA0003298792550000102
Mtbmass of tower column above bridge floor, M s1/2 is the stayed cable lumped mass, which is concentrated on the point B; mlThe total mass of the box girder; maIs point A concentrated mass, M'aThe point A' is concentrated in mass and has a symmetrical structure, then
Figure BDA0003298792550000103
McThe mass of the tower column and the cross beam below the bridge deck is concentrated on the point C; h is1The distance between the center of the box girder and the center of the spherical hinge is the height; h is2The height from the center position of the upper tower column anchor box to the center of the box girder is determined; l1And l2The distances from the mass centers of the box girders on the left and right sides to the intersection point of the tower girders, respectively, for a symmetrical structure, l1＝l2L/2; l is the length of a half-width beam of the swivel structure.
At this time, the overturning bending moment of the rotating structure is
Mv＝2Ma·aax·h1+Mb·(h1+h2)·abx+Mc·h1·acx+2Ma·l·aay………………(9)
Wherein l is a general name of the distance from the mass center of the box girder on the left side and the mass center of the box girder on the right side to the intersection point of the tower girders.
Geometric relationship of the combined structureThe rotating acceleration d of the whole rotating body structure around the spherical hinge O at the moment of contact between the supporting foot and the slideway2Theta is a high order minor quantity, and then:
Figure BDA0003298792550000111
in the formula: a isax、a′axThe horizontal acceleration of the point A and the point A'; a isay、a′ayVertical acceleration at points A and A'; a isyThe vertical acceleration (measuring point position) of the beam end is taken; a isbxAnd acxHorizontal acceleration of a point B and a point C respectively; a isbyAnd acyRespectively, the vertical acceleration of the point B and the vertical acceleration of the point C.
The formula (10) is driven into the formula (9) to obtain the structural vibration overturning bending moment and the vertical vibration acceleration a in the cable-stayed bridge rotation processayThe relationship of (a) to (b) is as follows:
Figure BDA0003298792550000112
the vertical vibration acceleration limit value of the beam end in the turning process can be obtained through the connection of the vertical type (5) and the vertical type (8) or the vertical type (11).
For a swivel continuous beam bridge there are:
Figure BDA0003298792550000121
for swivel cable-stayed bridges there are:
Figure BDA0003298792550000122
the relationship between structural stability and beam end vibration acceleration in the turning process is given, but considering the particularity of each turning bridge structure and the difference of the environment, the following safety monitoring work is proposed from the safety perspective by combining the beam end vibration monitoring conditions of 30 turning bridges in more than ten years after temporary locking is removed, trial turning and formal turning process, and the safety monitoring and early warning setting of bridge flat turning construction is provided according to the following table 1 from the comprehensive consideration of multiple aspects: (rating and limit of monitoring and early warning)
Figure BDA0003298792550000123
1) And (3) static state monitoring: after the temporary locking is released and the sandbox between the supporting feet and the slideway is cleared, the vibration condition of the swivel structure under the interference of earth pulsation, ambient wind and the like in a relatively quiet environment is selected, the information of the ambient wind speed, the wind direction and the like is recorded, the monitoring duration is not less than the swivel duration so as to know the vibration characteristic of the swivel structure in a relatively static state, and the maximum vibration response a of the beam end in the static state is measured at the momentymax。
2) Monitoring the trial run process: when trial rotation is carried out, the vibration response condition of the rotating body structure is responded to carry out whole-course tracking monitoring, the vibration response of working conditions such as rotating body starting, stopping and inching is recorded, the information such as environmental wind speed and wind direction is recorded, and the maximum vibration response a of the beam end in the trial rotation process is measured at the momentsmax。
3) Formal turning monitoring: responding to vibration response condition a of a rotating structure in the formal rotating processtAnd the whole-course tracking monitoring is carried out on the environmental wind speed, the wind direction and the like, so that the whole-course tracking, real-time judgment and timely early warning are realized.
In order to verify the technical effect, the invention takes a certain 2 x 120m steel box girder swivel bridge as an example, and the distance between the supporting leg and the center of the spherical hinge is r according to the design of a swivel structurezBearing capacity R is designed for single supporting leg as 3.9mz11259.5kN, total weight Wz77407kN, weighted rear eccentricity ez0.2m, beam width Bz24.58m, half beam length L of swivel structurez120m, vertical wind pressure f calculated according to the specificationw＝0.04kN/m2。
The balance moment provided by the 2 supporting feet can be obtained according to the formula (2) as follows:
Mrz＝2λ·Rz·rz＝43911.9kN·m；
the eccentric moment of the structure can be obtained according to the formula (3) as follows:
Mez＝Wz·ez＝15481.4kN·m；
the wind load moment can be obtained by the formula (4):
Figure BDA0003298792550000131
finally, the calculation is carried out according to the formula (12):
Figure BDA0003298792550000132
the vertical vibration response time course of the bridge is shown in figure 5, and the maximum value of the vertical vibration acceleration of the actually measured beam end in the turning process is 28.35mm/s2Are all less than the yellow early warning value of 0.5aymax＝58mm/s2The turning process is in a safe state.
The invention also takes a certain swivel cable-stayed bridge as an example, and the distance between the main tower supporting foot and the center of the spherical hinge is r according to the design of a swivel structurezBearing capacity R is designed for single supporting leg as 8.0mz34515.0kN, total weight Wz456000kN, offset distance after counterweight ez0.003m, beam width Bz39.4m, half-width beam length L of swivel structurezVertical wind pressure f calculated according to the specification, 135mw＝0.065kN/m2. The vertical vibration response time course is shown in fig. 5.
The balance moment provided by the 2 supporting feet can be obtained according to the formula (2) as follows:
Mrz＝λ·Rz·rz＝138060kN·m；
the eccentric moment of the structure can be obtained according to the formula (3) as follows:
Mez＝Wz·ez＝1368kN·m；
the wind load moment can be obtained according to equation (4):
Figure BDA0003298792550000141
finally, the calculation is carried out according to the formula (13):
Figure BDA0003298792550000142
the vertical vibration response time course of the bridge is shown in FIG. 6, and the maximum value of the vertical vibration acceleration of the actually measured beam end in the turning process is 24.91mm/s2Are all less than the yellow early warning value of 0.5aymax＝112.5mm/s2The turning process is in a safe state.
The above-described embodiments are merely illustrative of the preferred embodiments of the present invention, and do not limit the scope of the present invention, and various modifications and improvements of the technical solutions of the present invention can be made by those skilled in the art without departing from the spirit of the present invention, and the technical solutions of the present invention are within the scope of the present invention defined by the claims.

Claims (9)

1. A bridge rotation process vibration monitoring and safety early warning method is characterized by comprising the following steps:
s1, carrying out stress analysis on the bridge to obtain the overturning bending moment borne by the bridge in the rotating process and the required conditions when the bridge does not overturn;
s2, simplifying the rotation process of the bridge to obtain the relation between the bending moment caused by the vibration of the structural rotation and the vertical acceleration of the beam end;
and S3, obtaining a beam end vertical vibration acceleration limit value in the bridge turning process based on the S1-S2, and carrying out safety early warning according to the beam end vertical vibration acceleration limit value.
2. The bridge turning process vibration monitoring and safety precaution method according to claim 1, wherein the S1 includes:
s1.1, calculating the overturning bending moment borne by the bridge in the rotating process; the overturning bending moment comprises: structure eccentric bending moment, bending moment caused by asymmetric wind load and bending moment caused by structure rotation vibration;
s1.2, calculating the balance moment required by the bridge in the flat turning process and the condition when the bridge does not overturn;
and S1.3, obtaining the condition that the bending moment caused by the vibration of the structural rotor does not overturn based on the S1.1-S1.2.
3. The bridge turning process vibration monitoring and safety pre-warning method according to claim 2, wherein the structure eccentric bending moment MeThe expression of (a) is:
Me＝Wz·e………………(3)
in the formula: wzThe total weight of the swivel structure; e is the eccentricity;
the balance moment MrThe expression of (a) is:
Mr＝λ·R·r………………(2)
in the formula, R is the bearing capacity designed by a single supporting leg; r is the arrangement radius of the supporting feet; lambda is the reduction coefficient of the bearing capacity;
bending moment M caused by asymmetric wind loadwThe expression of (a) is:
Figure FDA0003298792540000021
in the formula, L is the length of a half-width beam of a swivel structure; b is the beam width; f. ofwThe vertical wind pressure is calculated according to the standard.
4. The bridge turning process vibration monitoring and safety pre-warning method according to claim 2, wherein the conditions of the bending moment caused by the structural turning vibration when overturning does not occur are as follows:
Mv＜Mr-Mw-Me………………(5)
in the formula, MeThe structure is eccentric bending moment; mwBending moment caused by asymmetric wind load; mvBending moment caused by vibration of the structure rotating body; mrTo balance the moment.
5. The bridge turning process vibration monitoring and safety precaution method according to claim 1, wherein the S2 includes:
simplifying the rotation process of the continuous bridge, and obtaining the relational expression between the bending moment caused by the vibration of the structure rotation and the vertical acceleration of the beam end as follows:
Figure FDA0003298792540000022
in the formula, MpThe total mass of the bridge pier is; mbThe total mass of the box girder; h ispThe pier height calculated from the center of the spherical hinge; h isbIs the pier top position with the beam height
Figure FDA0003298792540000031
l is a general term for the distance between the mass center of the box girder at the left side and the mass center of the box girder at the right side and the pier top; l is the length of a half-width beam of the swivel structure; a isyIs the beam-end vertical acceleration.
6. The bridge turning process vibration monitoring and safety pre-warning method according to claim 1, characterized in that the turning process of the cable-stayed bridge is simplified, and the relational expression between the bending moment caused by the structural turning vibration and the beam end vertical acceleration is obtained as follows:
Figure FDA0003298792540000032
in the formula, MbPoint B mass concentration; maFor A point mass concentration, McThe mass of the tower column and the cross beam below the bridge deck is concentrated on the point C; h is1The distance between the center of the box girder and the center of the spherical hinge is the height; h is2The height from the center position of the upper tower column anchor box to the center of the box girder is determined; l2Respectively the distance from the mass center of the right box girder to the intersection point of the tower girders; l is the length of a half-width beam of the swivel structure; a isyIs the beam-end vertical acceleration.
7. The bridge turning process vibration monitoring and safety precaution method according to claim 1, wherein the S3 includes:
s3.1, obtaining a beam end vertical vibration acceleration limit value in the turning process of the continuous bridge or the cable-stayed bridge based on the S1-S2;
s3.2, respectively monitoring the static state and the trial rotation process of the bridge according to the limit value of the vertical vibration acceleration of the beam end to obtain the maximum vibration response of the beam end in the static state or the trial rotation process of the bridge;
s3.3, monitoring the positive rotating process to obtain a limit value of the vertical vibration acceleration of the beam end; and based on the S3.2, carrying out tracking, judgment and early warning on the limit value of the vertical vibration acceleration of the beam end in the positive type turning process.
8. The bridge turning process vibration monitoring and safety pre-warning method according to claim 7, wherein the beam end vertical vibration acceleration limit expression of the continuous bridge is as follows:
Figure FDA0003298792540000041
in the formula, MeThe structure is eccentric bending moment; mwBending moment caused by asymmetric wind load; mrIs a balance moment; h ispThe pier height calculated from the center of the spherical hinge; mpThe total mass of the bridge pier is; mbThe total mass of the box girder; h isbIs the pier top position with the beam height
Figure FDA0003298792540000042
l is a general term for the distance between the mass center of the box girder at the left side and the mass center of the box girder at the right side and the pier top; l is the length of a half-width beam of the swivel structure.
9. The bridge turning process vibration monitoring and safety pre-warning method according to claim 7, wherein the limit expression of the vertical vibration acceleration of the beam end of the cable-stayed bridge is as follows:
Figure FDA0003298792540000043
in the formula, MeThe structure is eccentric bending moment; mwBending moment caused by asymmetric wind load; mrIs a balance moment; mbPoint B mass concentration; maFor A point mass concentration, McThe mass of the tower column and the cross beam below the bridge deck is concentrated on the point C; h is1The distance between the center of the box girder and the center of the spherical hinge is the height; h is2The height from the center position of the upper tower column anchor box to the center of the box girder is determined; l2Respectively the distance from the mass center of the right box girder to the intersection point of the tower girders; l is the length of a half-width beam of the swivel structure.
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