CN113984418B - Bridge swivel process vibration monitoring and safety early warning method - Google Patents
Bridge swivel process vibration monitoring and safety early warning method Download PDFInfo
- Publication number
- CN113984418B CN113984418B CN202111185000.XA CN202111185000A CN113984418B CN 113984418 B CN113984418 B CN 113984418B CN 202111185000 A CN202111185000 A CN 202111185000A CN 113984418 B CN113984418 B CN 113984418B
- Authority
- CN
- China
- Prior art keywords
- bridge
- swivel
- vibration
- bending moment
- mass
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000000034 method Methods 0.000 title claims abstract description 78
- 230000008569 process Effects 0.000 title claims abstract description 61
- 238000012544 monitoring process Methods 0.000 title claims abstract description 46
- 238000005452 bending Methods 0.000 claims abstract description 56
- 230000001133 acceleration Effects 0.000 claims abstract description 52
- 238000004458 analytical method Methods 0.000 claims abstract description 4
- 230000004044 response Effects 0.000 claims description 20
- 238000013461 design Methods 0.000 claims description 9
- 230000003068 static effect Effects 0.000 claims description 7
- 238000012360 testing method Methods 0.000 claims description 6
- 238000004091 panning Methods 0.000 claims description 3
- 230000009467 reduction Effects 0.000 claims description 3
- 238000005516 engineering process Methods 0.000 abstract description 3
- 238000004364 calculation method Methods 0.000 description 4
- 238000010276 construction Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- NAWXUBYGYWOOIX-SFHVURJKSA-N (2s)-2-[[4-[2-(2,4-diaminoquinazolin-6-yl)ethyl]benzoyl]amino]-4-methylidenepentanedioic acid Chemical compound C1=CC2=NC(N)=NC(N)=C2C=C1CCC1=CC=C(C(=O)N[C@@H](CC(=C)C(O)=O)C(O)=O)C=C1 NAWXUBYGYWOOIX-SFHVURJKSA-N 0.000 description 1
- 244000035744 Hura crepitans Species 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000005284 excitation Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000010349 pulsation Effects 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
- 238000005303 weighing Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M99/00—Subject matter not provided for in other groups of this subclass
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01H—MEASUREMENT OF MECHANICAL VIBRATIONS OR ULTRASONIC, SONIC OR INFRASONIC WAVES
- G01H17/00—Measuring mechanical vibrations or ultrasonic, sonic or infrasonic waves, not provided for in the preceding groups
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
Landscapes
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Engineering & Computer Science (AREA)
- Theoretical Computer Science (AREA)
- Mathematical Physics (AREA)
- Data Mining & Analysis (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Computational Mathematics (AREA)
- Pure & Applied Mathematics (AREA)
- Databases & Information Systems (AREA)
- Software Systems (AREA)
- General Engineering & Computer Science (AREA)
- Algebra (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a bridge swivel process vibration monitoring and safety early warning method, which comprises the following steps: s1, carrying out stress analysis on a bridge to obtain the overturning bending moment born by the bridge in the rotation process and the condition required by the condition that overturning does not occur; s2, simplifying the rotation process of the bridge to obtain the relation between the bending moment caused by the vibration of the structural swivel and the vertical acceleration of the beam end; and S3, obtaining a beam end vertical vibration acceleration limit value in the bridge swivel 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 establish the relation between vibration monitoring variables and overall stability in the bridge swivel, quantitatively reflect the overturning danger degree of the structure, and simultaneously can be suitable for the swivel process vibration monitoring of various continuous beam bridges and cable-stayed bridges through a safety early warning technology.
Description
Technical Field
The invention relates to the technical field of bridges, in particular to a bridge swivel process vibration monitoring and safety early warning method.
Background
Along with the further upgrading of the traffic network and the gradual increase of the line crossing engineering in China, the horizontal swivel method becomes a preferred scheme for the construction of the line crossing bridge due to the characteristics of small interference to the existing line traffic, strong field adaptability and the like. However, the bridge is subjected to uncertain effects such as gusts and rotation-induced vibrations during the turning, and thus a vibration response is inevitably generated. In order to ensure the safety of the bridge turning process, the turning construction monitoring of the turning structure is necessary. However, the current mainstream swivel construction monitoring scheme only comprises swivel front and rear control section strain monitoring, girder line monitoring, swivel front unbalanced moment testing and the like, and no monitoring variable capable of reflecting overall stability exists. Vibration monitoring is added in the monitoring scheme of part of swivel engineering due to the requirement of real-time monitoring of stability. However, the relation between the vibration monitoring variable of the swivel structure and the overall stability is not researched yet, subjective judgment is carried out by experience, the vibration monitoring result is difficult to quantitatively reflect the overturning danger degree of the structure, so that potential safety hazards inevitably exist, 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 in the bridge swivel process, which converts the vibration acceleration into pier bottom bending moment through monitoring, so as to realize overall stability monitoring, and also provides a safety early warning limit value for solving the problems in the background technology.
In order to achieve the above purpose, the invention provides a bridge swivel process vibration monitoring and safety pre-warning method, which comprises the following steps:
s1, carrying out stress analysis on a bridge to obtain the overturning bending moment born by the bridge in the rotation process and the condition required by the condition that overturning does not occur;
s2, simplifying the rotation process of the bridge to obtain the relation between the bending moment caused by the vibration of the structural swivel and the vertical acceleration of the beam end;
and S3, obtaining a beam end vertical vibration acceleration limit value in the bridge swivel 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 born by the bridge in the rotating process; the overturning bending moment comprises: bending moment caused by eccentric bending moment of the structure, asymmetric wind load and bending moment caused by vibration of a structural swivel;
s1.2, calculating a balance moment required by the bridge in the process of panning and calculating conditions when overturning does not occur;
s1.3, based on the S1.1-S1.2, obtaining the condition that bending moment caused by vibration of the structural swivel does not occur over.
Preferably, the structure is eccentric and bending moment M e The expression of (2) is:
M e ＝W z ·e………………(3)
wherein: w (W) z The total weight of the rotating body structure is; e is the eccentricity;
the balance moment M r The expression of (2) is:
M r ＝λ·R·r………………(2)
wherein R is the design bearing capacity of a single supporting foot; r is the radius of the arm brace arrangement; lambda is the bearing capacity reduction coefficient;
bending moment M caused by the asymmetric wind load w The expression of (2) is:
wherein L is the length of a half-width beam of the swivel structure; b is the beam width; f (f) w The vertical wind pressure is calculated according to the specification.
Preferably, the bending moment caused by vibration of the structural swivel is as follows:
M v ＜M r -M w -M e ………………(5)
wherein M is e Is a structural eccentric bending moment; m is M w Is a bending moment caused by asymmetric wind load; m is M v Bending moment caused by vibration of the structural swivel; m is M r Is a balancing moment.
Preferably, the S2 includes:
simplifying the rotation process of the continuous bridge to obtain the relation expression between the bending moment caused by the vibration of the structural swivel and the vertical acceleration of the beam end, wherein the relation expression is as follows:
wherein M is p The mass of the bridge pier is the total mass of the bridge pier; m is M b The total mass of the box girder is; h is a p Is a self-spherical hingePier height calculated by the center; h is a b Is the beam height at the pier top position, andl is the total distance between the mass center of the box girder on the left side and the right side and the pier top; l is the length of a half-width beam of the swivel structure; a, a y Is the vertical acceleration of the beam end.
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 swivel and the vertical acceleration of the beam end is obtained as follows:
wherein M is b The mass is concentrated for the point B; m is M a Is the mass of the concentration of the point A, M c The mass of the tower column and the cross beam below the bridge deck is concentrated at the point C; h is a 1 The center of the box girder is at the center height from the spherical hinge; h is a 2 The center of the anchor box of the upper tower column is at a height from the center of the box girder; l (L) 2 The distances from the right box girder center of mass to the tower Liang Jiaodian are respectively; l is the length of a half-width beam of the swivel structure; a, a y Is the vertical acceleration of the beam end.
Preferably, the S3 includes:
s3.1, obtaining a limit value of the vertical vibration acceleration of the beam end in the rotating process of the continuous bridge or the cable-stayed bridge based on the S1-S2;
s3.2, respectively monitoring the static state of the bridge and the test rotation process 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 of the bridge or the test rotation process;
s3.3, monitoring the formal turning process to obtain a beam end vertical vibration acceleration limit value; and based on the S3.2, tracking, judging and early warning are carried out on the limit value of the vertical vibration acceleration of the beam end in the formal swivel process.
Preferably, the beam end vertical vibration acceleration limit value expression of the continuous bridge is:
wherein M is e Is a structural eccentric bending moment; m is M w Is a bending moment caused by asymmetric wind load; m is M r Is a balance moment; h is a p The pier height is calculated from the center of the spherical hinge; m is M p The mass of the bridge pier is the total mass of the bridge pier; m is M b The total mass of the box girder is; h is a b Is the beam height at the pier top position, andl is the total distance between the mass center of the box girder on the left side and the right side and the pier top; l is the half-width beam length of the swivel structure.
Preferably, the beam end vertical vibration acceleration limit value expression of the cable-stayed bridge is:
wherein M is e Is a structural eccentric bending moment; m is M w Is a bending moment caused by asymmetric wind load; m is M r Is a balance moment; m is M b The mass is concentrated for the point B; m is M a Is the mass of the concentration of the point A, M c The mass of the tower column and the cross beam below the bridge deck is concentrated at the point C; h is a 1 The center of the box girder is at the center height from the spherical hinge; h is a 2 The center of the anchor box of the upper tower column is at a height from the center of the box girder; l (L) 2 The distances from the right box girder center of mass to the tower Liang Jiaodian are respectively; l is the half-width beam length 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 pier bottom bending moment so as to realize overall stability monitoring, so that the relation between the vibration monitoring variable and the overall stability in the bridge swivel can be effectively established, and the overturning dangerous degree of the structure is quantitatively reacted. Compared with the scheme of monitoring the pier bottom stress by directly measuring, the vibration monitoring has the advantages of being free from the influence of the discrete property of local materials, sensitive in sensor response, high in data reliability and the like. Meanwhile, the invention also adopts a swivel process vibration safety early warning technology, and can be suitable for swivel process vibration monitoring of various continuous beam bridges and cable-stayed bridges.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings that are needed in the embodiments will be briefly described below, it will be obvious that the drawings in the following description are only some embodiments of the present invention, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a flow chart of a method according to an embodiment of the present invention;
FIG. 2 is a simplified diagram of bridge swivel stability stress in accordance with an embodiment of the present invention;
FIG. 3 is a simplified model diagram of rigid body rotation of a rotary continuous beam bridge according to an embodiment of the present invention;
FIG. 4 is a simplified model diagram of rigid body rotation of a rotary cable-stayed bridge according to an embodiment of the present invention;
FIG. 5 is a graph showing the response time of the vertical vibration of a steel box girder swivel bridge according to an embodiment of the present invention; wherein (a) is a vertical vibration time chart of the side beam end of the left small mileage; (b) a vertical vibration time chart of the side beam end of the left large mileage; (c) a vertical vibration time chart of the side beam end of the right small mileage; (d) a vertical vibration time chart of the side beam end of the right large mileage;
FIG. 6 is a graph showing the response time of the vertical vibration of the rotary cable-stayed bridge according to the embodiment of the invention; wherein (a) is a front vertical vibration response time chart of the main tower body; (b) is a vertical vibration response time chart in the main tower rotor.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In order that the above-recited objects, features and advantages of the present invention will become more readily apparent, a more particular description of the invention will be rendered by reference to the appended drawings and appended detailed description.
Example 1
Referring to fig. 1, the invention provides a bridge swivel process vibration monitoring and safety pre-warning method, which comprises the following steps:
referring to FIG. 2, the bridge is subjected to three main overturning bending moments in the process of panning, namely structural eccentric bending moment M e Bending moment M caused by asymmetric wind load w Bending moment M caused by vibration of structural swivel v . The balance in the process of the horizontal rotation is provided by the supporting force between the upper turntable supporting foot and the lower turntable slideway, and the balance moment is M r . In order to ensure that overturning does not occur in the rotating process, the following conditions are required to be satisfied:
M r ＞M v +M w +M e ………………(1)
wherein the balancing moment M r The expression of (2) is:
M r ＝λ·R·r………………(2)
wherein R is the design bearing capacity (kN) of a single supporting foot; r is the radius (m) of the arm brace arrangement; λ is the load-bearing capacity reduction coefficient, and λ=0.5 is taken in this embodiment.
Wherein, the structure eccentric bending moment M e The expression of (2) is:
M e ＝W z ·e………………(3)
wherein: w (W) z Is the total weight (kN) of the rotating body structure; e is the eccentricity (m). Structural eccentric bending moment M e The total weight and the eccentricity of the swivel structure can be measured in the weighing stage and then determined.
Wherein the bending moment M caused by asymmetric wind load w Although design files and related specifications specify swivel conditions of five-stage winds and below, a strong gust of short duration may be encountered during swivel. Therefore, in the embodiment, the vertical wind pressure calculation is performed according to the basic wind speed of the bridge in 10 years, and the moment caused by the wind load is determined by considering the vertical wind load acted on one side most safelyM w The expression of (2) is:
wherein L is the length of a half-width beam of the swivel structure, and the asymmetric structure takes the length (m) of one side with larger span; b is the beam width (m); f (f) w For the vertical wind pressure (kN/m) calculated according to the specifications 2 )。
In formula (1), M r 、M e And M w All can be obtained in advance from the formulas (2), (3) and (4), and M can be obtained v The following should be satisfied:
M v ＜M r -M w -M e ………………(5)
bending moment M caused by vibration of structural swivel v The maximum value of the vibration damping device almost occurs at the moment when the supporting feet are contacted with the slide way, the rotating body structure basically rotates horizontally at a constant speed before the contact, and the vertical vibration response is very small. At the moment of contact between the support feet and the slide way, the similar collision response causes the vertical more obvious vibration of the swivel structure, and the structural vibration mainly rotates due to the rigid body although the structural vibration acceleration response is the largest, but the displacement response is very small. Based on the method, rigid body rotation simplification analysis is carried out on the continuous beam bridge and the cable-stayed bridge for facilitating on-site rapid calculation and judgment.
A simplified model of the rigid body rotation of the continuous beam bridge swivel is shown in figure 3, wherein M p The total mass (kg) of the bridge pier is concentrated at the point B; m is M b Is the total mass (kg) of the box girder; m is M a The total mass (kg) of the box girder at the left half width is concentrated at the point A; m's' a The total mass (kg) of the box girder at the right half frame is concentrated at the point A', M b ＝M a +M′ a In a symmetrical structure, thenh p The pier height (m) is calculated from the center of the spherical hinge; h is a b Is the girder height (m) at the pier top, and is +.>l 1 And l 2 The distances between the mass centers of the box girders on the left side and the right side and the pier tops are respectively l for symmetrical structures 1 ＝l 2 L, L is the swivel structure half-width beam length.
At this time, bending moment M caused by vibration of the structural rotator v The expression of (2) is:
M v ＝2M a ·a ax ·h+M p ·h 1 ·a px +2M a ·l·a ay ……(6)
and l is the total distance between the mass center of the box girder at the left side and the right side and the pier top.
The geometrical relationship of the combined structure is set up at the moment of contact between the supporting leg and the slideway, the rotating acceleration d of the whole rotating structure around the spherical hinge O 2 θ is a high order minute amount, and there are:
wherein: a, a ax 、a′ ax The horizontal acceleration of the point A and the point A'; a, a ay 、a′ ay The vertical acceleration of the point A and the point A'; a, a y The vertical acceleration of the beam end (test position); a, a bx And a cx The horizontal acceleration of the point B and the point C respectively; a, a by And a cy And the vertical acceleration of the point B and the vertical acceleration of the point C are respectively.
Bringing the formula (7) 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 bridge y The relationship of (2) is as follows:
the simplified rigid body rotation model of the cable-stayed bridge swivel is shown in fig. 4, wherein M b For the mass of the concentration of the point B,M tb the mass of the tower column above the bridge deck is M s Is a stay cable setThe total mass is 1/2 of that of the material concentrated at the point B; m is M l The total mass of the box girder is; m is M a Is the mass of the concentration of the point A, M' a Is the mass of the concentrated point A' and is in a symmetrical structure, and is +.>M c The mass of the tower column and the cross beam below the bridge deck is concentrated at the point C; h is a 1 The center of the box girder is at the center height from the spherical hinge; h is a 2 The center of the anchor box of the upper tower column is at a height from the center of the box girder; l (L) 1 And l 2 The distances from the mass center of the box girder on the left side and the right side to the tower Liang Jiaodian are respectively l for a symmetrical structure 1 ＝l 2 =l=l/2; l is the half-width beam length of the swivel structure.
At this time, the overturning bending moment of the swivel structure is
M v ＝2M a ·a ax ·h 1 +M b ·(h 1 +h 2 )·a bx +M c ·h 1 ·a cx +2M a ·l·a ay ………………(9)
Wherein, l is the total distance from the center of mass of the box girder on the left and right sides to the tower Liang Jiaodian.
The geometrical relationship of the combined structure is set up at the moment of contact between the supporting leg and the slideway, the rotating acceleration d of the whole rotating structure around the spherical hinge O 2 θ is a high order minute amount, and there are:
wherein: a, a ax 、a′ ax The horizontal acceleration of the point A and the point A'; a, a ay 、a′ ay The vertical acceleration of the point A and the point A'; a, a y The vertical acceleration of the beam end (measuring point position); a, a bx And a cx The horizontal acceleration of the point B and the point C respectively; a, a by And a cy And the vertical acceleration of the point B and the vertical acceleration of the point C are respectively.
Bringing the formula (10) into the formula (9) to obtain the structural vibration overturning bending moment and the vertical vibration acceleration a in the rotating process of the cable-stayed bridge ay The relationship of (2) is as follows:
the beam end vertical vibration acceleration limit value in the rotating process can be obtained by combining the beam ends (5) and (8) or (11).
For a swivel continuous beam bridge there are:
for a swivel cable-stayed bridge:
the relation between the structural stability and the beam end vibration acceleration in the swivel process is given, but in consideration of the specificity of each swivel bridge structure and the difference of the environments, the beam end vibration monitoring conditions of the nearly 30 swivel bridges in the process of temporary locking release, trial swivel and formal swivel are combined, the following safety monitoring work is recommended from the safety aspect, and the safety monitoring early warning setting of the bridge horizontal swivel construction is provided as shown in the following table 1 from the comprehensive consideration of multiple aspects: (monitoring and early warning classification and limit value)
1) Static state monitoring: after temporary locking is released and a sandbox between the supporting legs and the slide way is cleared, the vibration condition of the rotating body structure under the interference of the earth pulsation, the ambient wind and the like by a relatively quiet environment is selected, the information of the ambient wind speed, the wind direction and the like is recorded, the monitoring time length is not less than the rotating body time length, so that the vibration characteristic of the rotating body structure in a relatively static state is known, and the maximum vibration response a of the beam end in the static state is measured at the moment ymax 。
2) And (3) monitoring a test procedure: in the process of testingDuring rotation, the vibration response condition of the rotating body structure is tracked and monitored in the whole process, the vibration response of the working conditions such as the starting, stopping and inching of the rotating body is recorded, the information such as the ambient wind speed and the wind direction is recorded, and the maximum vibration response a of the beam end in the rotation process is measured at the moment smax 。
3) Formal swivel monitoring: responding to vibration response condition a of rotating structure in formal rotating process t And the environmental wind speed, the wind direction and the like are tracked and monitored in the whole course, so that the whole course is tracked, judged in real time and early-warned in time.
In order to verify the technical effect, taking a certain 2 x 120m steel box girder swivel bridge as an example, according to the design of a swivel structure, the distance between a supporting foot and the center of a spherical hinge is known as r z =3.9m, single temple design bearing capacity R z = 11259.5kN, total weight W z 77407kN, post-counterweight eccentricity e z Beam width B =0.2m z =24.58m, half-width beam length of swivel structure L z =120m, the vertical wind pressure f calculated according to the specification w ＝0.04kN/m 2 。
The balancing moment provided by 2 feet according to formula (2) is:
M rz ＝2λ·R z ·r z ＝43911.9kN·m；
the structural eccentricity obtainable according to formula (3) is:
M ez ＝W z ·e z ＝15481.4kN·m；
wind load moment is obtainable from formula (4):
finally, according to the formula (12), the calculation can be obtained:
the response time course of the vertical vibration of the bridge is shown in figure 5, and the maximum value of the vertical vibration acceleration of the beam end measured in the rotating process is 28.35mm/s 2 Are smaller than yellow early warningValue 0.5a ymax ＝58mm/s 2 The swivel process is in a safe state.
The invention also takes a certain swivel cable-stayed bridge as an example, and according to the design of the swivel structure, the distance between the main tower support leg and the center of the spherical hinge is r z =8.0m, single temple design bearing capacity R z = 34515.0kN, total weight W z =456000 kN, post-counterweight eccentricity e z Beam width B =0.003 m z =39.4m, half-width beam length of swivel structure L z =135 m, the vertical wind pressure f calculated according to the specification w ＝0.065kN/m 2 . The vertical vibration response time course is shown in fig. 5.
The balancing moment provided by 2 feet according to formula (2) is:
M rz ＝λ·R z ·r z ＝138060kN·m；
the structural eccentricity obtainable according to formula (3) is:
M ez ＝W z ·e z ＝1368kN·m；
wind load moment is obtainable according to formula (4):
finally, according to the formula (13), the calculation can be obtained:
the response time course of the bridge vertical vibration is shown in figure 6, and the maximum value of the measured beam end vertical vibration acceleration in the turning process is 24.91mm/s 2 Are smaller than the yellow early warning value of 0.5a ymax ＝112.5mm/s 2 The swivel process is in a safe state.
The above embodiments are only illustrative of the preferred embodiments of the present invention and are not intended to limit the scope of the present invention, and various modifications and improvements made by those skilled in the art to the technical solutions of the present invention should fall within the protection scope defined by the claims of the present invention without departing from the design spirit of the present invention.
Claims (7)
1. The bridge swivel process vibration monitoring and safety early warning method is characterized by comprising the following steps of:
s1, carrying out stress analysis on a bridge to obtain the overturning bending moment born by the bridge in the rotation process and the condition required by the condition that overturning does not occur;
s2, simplifying the rotation process of the bridge to obtain the relation between the bending moment caused by the vibration of the structural swivel and the vertical acceleration of the beam end;
s3, obtaining a beam end vertical vibration acceleration limit value in the bridge swivel process based on the S1-S2, and carrying out safety early warning according to the beam end vertical vibration acceleration limit value;
the step S2 comprises the following steps:
simplifying the rotation process of the continuous bridge to obtain the relation expression between the bending moment caused by the vibration of the structural swivel and the vertical acceleration of the beam end, wherein the relation expression is as follows:
wherein M is p The mass of the bridge pier is the total mass of the bridge pier; m is M b The total mass of the box girder is; h is a p The pier height is calculated from the center of the spherical hinge; h is a b Is the beam height at the pier top position, andl is the total distance between the mass center of the box girder on the left side and the right side and the pier top; l is the length of a half-width beam of the swivel structure; a, a y The vertical acceleration of the beam end is adopted;
simplifying the rotation process of the cable-stayed bridge to obtain the relation expression between the bending moment caused by the vibration of the structural swivel and the vertical acceleration of the beam end, wherein the relation expression is as follows:
wherein M is b The mass is concentrated for the point B; m is M a Is the mass of the concentration of the point A, M c The mass of the tower column and the cross beam below the bridge deck is concentrated at the point C; h is a 1 The center of the box girder is at the center height from the spherical hinge; h is a 2 The center of the anchor box of the upper tower column is at a height from the center of the box girder; l (L) 2 The distances from the right box girder center of mass to the tower Liang Jiaodian are respectively; l is the length of a half-width beam of the swivel structure; a, a y Is the vertical acceleration of the beam end.
2. The bridge swivel process vibration monitoring and safety pre-warning method according to claim 1, wherein S1 comprises:
s1.1, calculating the overturning bending moment born by the bridge in the rotating process; the overturning bending moment comprises: bending moment caused by eccentric bending moment of the structure, asymmetric wind load and bending moment caused by vibration of a structural swivel;
s1.2, calculating a balance moment required by the bridge in the process of panning and calculating conditions when overturning does not occur;
s1.3, based on the S1.1-S1.2, obtaining the condition that bending moment caused by vibration of the structural swivel does not occur over.
3. The method for monitoring vibration and pre-warning safety of bridge swivel process according to claim 2, wherein the structural eccentric bending moment M e The expression of (2) is:
M e ＝W z ·e………………(3)
wherein: w (W) z The total weight of the rotating body structure is; e is the eccentricity;
the balance moment M r The expression of (2) is:
M r ＝λ·R·r………………(2)
wherein R is the design bearing capacity of a single supporting foot; r is the radius of the arm brace arrangement; lambda is the bearing capacity reduction coefficient;
bending moment M caused by the asymmetric wind load w The expression of (2) is:
wherein L is the length of a half-width beam of the swivel structure; b is the beam width; f (f) w The vertical wind pressure is calculated according to the specification.
4. The bridge swivel process vibration monitoring and safety pre-warning method according to claim 2, wherein the condition of bending moment caused by the structural swivel vibration when no overturning occurs is as follows:
M v ＜M r -M w -M e ………………(5)
wherein M is e Is a structural eccentric bending moment; m is M w Is a bending moment caused by asymmetric wind load; m is M v Bending moment caused by vibration of the structural swivel; m is M r Is a balancing moment.
5. The bridge swivel process vibration monitoring and safety precaution method of claim 1, wherein S3 comprises:
s3.1, obtaining a limit value of the vertical vibration acceleration of the beam end in the rotating process of the continuous bridge or the cable-stayed bridge based on the S1-S2;
s3.2, respectively monitoring the static state of the bridge and the test rotation process 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 of the bridge or the test rotation process;
s3.3, monitoring the formal turning process to obtain a beam end vertical vibration acceleration limit value; and based on the S3.2, tracking, judging and early warning are carried out on the limit value of the vertical vibration acceleration of the beam end in the formal swivel process.
6. The bridge swivel process vibration monitoring and safety pre-warning method according to claim 5, wherein the beam end vertical vibration acceleration limit expression of the continuous bridge is:
wherein M is e Is a structural eccentric bending moment; m is M w Is a bending moment caused by asymmetric wind load; m is M r Is a balance moment; h is a p The pier height is calculated from the center of the spherical hinge; m is M p The mass of the bridge pier is the total mass of the bridge pier; m is M b The total mass of the box girder is; h is a b Is the beam height at the pier top position, andl is the total distance between the mass center of the box girder on the left side and the right side and the pier top; l is the half-width beam length of the swivel structure.
7. The bridge swivel process vibration monitoring and safety pre-warning method according to claim 5, wherein the limit expression of the vertical vibration acceleration of the beam end of the cable-stayed bridge is:
wherein M is e Is a structural eccentric bending moment; m is M w Is a bending moment caused by asymmetric wind load; m is M r Is a balance moment; m is M b The mass is concentrated for the point B; m is M a Is the mass of the concentration of the point A, M c The mass of the tower column and the cross beam below the bridge deck is concentrated at the point C; h is a 1 The center of the box girder is at the center height from the spherical hinge; h is a 2 The center of the anchor box of the upper tower column is at a height from the center of the box girder; l (L) 2 The distances from the right box girder center of mass to the tower Liang Jiaodian are respectively; l is the half-width beam length of the swivel structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111185000.XA CN113984418B (en) | 2021-10-12 | 2021-10-12 | Bridge swivel process vibration monitoring and safety early warning method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111185000.XA CN113984418B (en) | 2021-10-12 | 2021-10-12 | Bridge swivel process vibration monitoring and safety early warning method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113984418A CN113984418A (en) | 2022-01-28 |
| CN113984418B true CN113984418B (en) | 2023-12-19 |
Family
ID=79738145
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111185000.XA Active CN113984418B (en) | 2021-10-12 | 2021-10-12 | Bridge swivel process vibration monitoring and safety early warning method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113984418B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116720348B (en) * | 2023-06-02 | 2023-11-28 | 中铁十二局集团第七工程有限公司 | Method for calculating unbalanced moment of cast-in-situ swivel bridge of bracket based on critical point displacement monitoring |
| CN116380376B (en) * | 2023-06-06 | 2023-09-12 | 海纳云物联科技有限公司 | Dynamic monitoring method for bridge structure overturning risk coefficient |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203049467U (en) * | 2012-09-04 | 2013-07-10 | 北京工业大学 | Bridge flat-turning device |
| CN108411792A (en) * | 2017-12-06 | 2018-08-17 | 王阳光 | Long span curve T structures bridge is without closure segment rotator construction spatial form control method |
| CN111335186A (en) * | 2020-03-05 | 2020-06-26 | 青岛理工大学 | Safety monitoring and early warning method and system for swivel bridge, storage medium and early warning platform |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| TW201035416A (en) * | 2009-03-26 | 2010-10-01 | Accuracy Structural Technology Corp | Method for evaluating bridge safety with vibration measurement |
-
2021
- 2021-10-12 CN CN202111185000.XA patent/CN113984418B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203049467U (en) * | 2012-09-04 | 2013-07-10 | 北京工业大学 | Bridge flat-turning device |
| CN108411792A (en) * | 2017-12-06 | 2018-08-17 | 王阳光 | Long span curve T structures bridge is without closure segment rotator construction spatial form control method |
| CN111335186A (en) * | 2020-03-05 | 2020-06-26 | 青岛理工大学 | Safety monitoring and early warning method and system for swivel bridge, storage medium and early warning platform |
Non-Patent Citations (1)
| Title |
|---|
| 连续梁桥水平转体过程中振动加速度与整体稳定性的关系研究;魏赞洋 等;铁道学报(第05期);第79-82页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113984418A (en) | 2022-01-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN113984418B (en) | Bridge swivel process vibration monitoring and safety early warning method | |
| CN107907167B (en) | Safety monitoring method and system for bridge cable hoisting device | |
| Diana et al. | Construction stages of the long span suspension Izmit Bay Bridge: Wind tunnel test assessment | |
| CN207263227U (en) | A kind of bridge cable hanging apparatus safety monitoring system | |
| CN111608078B (en) | Construction method of combined Bailey cable crane tower | |
| CN111172892A (en) | Bilateral balance traction device and method for steel structure frame bridge | |
| CN107729594A (en) | A kind of gantry crane structural seismic capacity analysis method and device | |
| CN103471840B (en) | Box beam vertical bending test mechanism | |
| CN207597452U (en) | A kind of experimental provision of detection of pier foundation static load | |
| Gou et al. | Construction monitoring of self-anchored suspension bridge with inclined tower | |
| Miskiewicz et al. | Structural health monitoring system for suspension footbridge | |
| CN204594686U (en) | A kind of H type blade of vertical axis wind turbine static construction test unit | |
| CN116663124A (en) | Design method and device for embedding depth of hinge support and blocking of anti-slide pile and diagonal bracing steel pipe pile | |
| Zhang et al. | Construction monitoring and load testing of a pedestrian suspension bridge in China | |
| CN207419249U (en) | A kind of buffer-type bridge extension joint based on bridge security performance | |
| CN206128604U (en) | Hang basket with strain monitoring device | |
| Bień et al. | Dynamic load tests in bridge management | |
| CN206545170U (en) | A kind of Hanging Basket with displacement monitor | |
| Guo et al. | Reliability analysis of zipline project in a mountainous eco-tourism scenic spot | |
| El-Ghazaly et al. | Analysis and design of guyed transmission towers—Case study in Kuwait | |
| Kim et al. | Structural health monitoring: a Canadian perspective | |
| Wang et al. | Parameter sensitivity analysis of stability of T-shaped rigid frame bridge by adopting swivel construction method | |
| CN219033277U (en) | Auxiliary steel structure column foot vertical fixing device | |
| Nicot | From constitutive modelling of a snow cover to the design of flexible protective structures Part II––Some numerical aspects | |
| CN211848999U (en) | Bilateral balanced draw gear of steel structure frame bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |