CN108505458B - Method for monitoring whole suspension bridge dismantling process - Google Patents
Method for monitoring whole suspension bridge dismantling process Download PDFInfo
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- CN108505458B CN108505458B CN201810246709.8A CN201810246709A CN108505458B CN 108505458 B CN108505458 B CN 108505458B CN 201810246709 A CN201810246709 A CN 201810246709A CN 108505458 B CN108505458 B CN 108505458B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- G06F30/00—Computer-aided design [CAD]
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Abstract
The invention discloses a method for monitoring the whole process of suspension bridge dismantling, which belongs to the field of suspension bridge dismantling and comprises the following steps: carrying out multi-parameter and multi-scheme construction process simulation modeling analysis on the bridge to be disassembled according to the engineering drawing, and determining an optimal bridge disassembling scheme and a monitoring theoretical value of each stage of a monitoring component in the bridge disassembling process according to a simulation modeling calculation result; acquiring a monitoring measurement value of each stage of a monitoring component in the construction process through site omnibearing high-precision monitoring; and adjusting the construction safety degree of the bridge by cable saddle pushing and excessive reverse pushing technologies, and determining whether to enter the next stage of construction and demolition according to analysis of a monitoring theoretical value and a monitoring measured value. The invention solves the problems of great difficulty, great risk and lack of an effective overall process safety monitoring method in the suspension bridge dismantling construction technology.
Description
Technical Field
The invention relates to the field of suspension bridge dismantling, in particular to a monitoring method for the whole suspension bridge dismantling process.
Background
Any engineering structure has the service life, and bridge engineering is no exception. At present, a plurality of bridges in China enter a maintenance period, and the maintenance and management of a plurality of subsequent bridges face more technical and construction problems due to the consistent method of rebuilding and setting light management and maintenance in the early stage of China. Along with the continuous extension of the service life of newly-built bridges, a plurality of bridges need to be dismantled and rebuilt. Aiming at a complex bridge type of a large-span suspension bridge, the bridge dismantling process has no precedent in China, particularly the structure of the suspension bridge is complex in stress, the original bridge operates for many years with diseases, the safety condition of the structure has great unknown, and the dismantling construction technology has great difficulty and risk. In addition, a suspension bridge dismantling monitoring method and theoretical research are reported at home and abroad, and particularly for a highway large-span steel truss girder suspension bridge, no similar dismantling engineering example is taken as the background and the support of the relevant research. Therefore, the construction safety control method has important practical significance and theoretical value for construction safety control of suspension bridge dismantling.
Disclosure of Invention
The invention aims to provide a monitoring method for the whole suspension bridge dismantling process, which aims to solve the prior art problem that the existing suspension bridge dismantling construction lacks corresponding safety monitoring.
In order to achieve the aim, the invention provides a method for monitoring the whole process of dismantling a suspension bridge, which comprises the following steps:
1. a monitoring method for the whole suspension bridge dismantling process is characterized by comprising the following steps:
s1: carrying out multi-parameter multi-scheme simulation modeling on a bridge to be disassembled according to an engineering drawing, and determining an optimal bridge disassembling scheme and a monitoring theoretical value of each stage of a bridge member in the bridge disassembling process according to a simulation modeling calculation result;
s2: acquiring a monitoring measurement value of each stage of the bridge member in the construction process;
s3: and determining whether to enter the construction dismantling of the next stage according to the analysis of the monitoring theoretical value and the monitoring measured value.
Preferably, the simulation modeling step is:
s101: acquiring parameters of a bridge to be disassembled as calculation parameters;
s102: establishing a plurality of comparison schemes according to construction dismantling processes, structural stress, displacement change and construction operability by depending on calculation parameters, and establishing a simulation model for analysis;
s103: and determining an optimal dismantling scheme from the calculation results of the multiple comparison and selection models according to the construction conditions and the construction requirements.
Preferably, monitoring parameters corresponding to the monitoring measurement values completely cover bridge members, the bridge members comprise main towers, stiffening beams, main cables, slings and cable saddles, and objects of the monitoring measurement values comprise displacement values of the main towers, the stiffening beams and the main cables; stress values of the main tower and the stiffening beams; the cable force values of the main cable and the sling cable; the amount of relative slippage between the cable saddle and the main tower; and (5) monitoring the process of jacking the cable saddle and the process of excessive reverse jacking.
Preferably, the optimal bridge dismantling scheme comprises a stiffening beam weight-compression and weight-balancing technology and a stiffening beam and bridge deck weight distribution technology.
Preferably, the method for obtaining the monitoring measurement value is a long-distance high-precision monitoring method for the large-span bridge.
Preferably, the monitoring method of the relative slippage between the cable saddle and the main tower is as follows: the relative slippage between the cable saddle and the main tower at each stage is collected by a high-precision displacement meter, and the actual spatial position of the cable saddle and the slippage of each stage can be determined by combining the spatial displacement measurement result of the main tower.
Preferably, the monitoring of the saddle jacking and excessive back jacking process comprises: when the displacement of the main tower along the bridge direction reaches an allowable critical value, issuing a cable saddle jacking command to start cable saddle jacking until the displacement of the main tower reaches a maximum allowable value in the opposite direction; and when the displacement of the main tower along the bridge direction is within the error range of the theoretical value, ending the cable saddle jacking and ending command.
Preferably, the analyzing of the monitoring theoretical value and the monitoring measured value in S3 to decide whether to proceed to the next stage of construction removal includes: when the error between the actual measurement displacement value and the theoretical displacement value of the main tower, the stiffening girder and the main cable is less than 5 percent and the displacement of the main tower along the bridge direction does not exceed the allowable value, the construction of the next stage is carried out; otherwise, judging whether the bridge state parameters are accurate, if not, identifying the parameters, substituting the parameters into the simulation model to re-determine a monitoring theoretical value, and judging whether the next-stage construction conditions are met again; and if the structural state is accurate, adopting construction control measures and carrying out self-adaptive adjustment recalculation until the structural state meets the condition of entering the next stage of construction.
The invention has the following beneficial effects:
1. the problem that a corresponding overall process safety monitoring method is lacked in the existing suspension bridge dismantling construction is solved.
2. And carrying out multi-scheme finite element simulation calculation on the bridge to be dismantled according to the engineering drawing, determining an optimal dismantling construction scheme and a construction monitoring scheme, and obtaining the dismantling construction scheme and the construction monitoring scheme through calculation simulation more reasonably and reliably.
3. By adopting a self-adaptive calculation method, the problem that the monitoring theoretical control value is difficult to accurately determine in real time due to complex stress of suspension bridge dismantling is solved; therefore, the state of the bridge structure can be accurately judged in real time, construction is continued under the condition suitable for the next-stage construction, effective construction control measures are taken after model parameters are rechecked and calculated under the condition unsuitable for the continued construction, modeling calculation is carried out again according to actual measures, updated construction control parameters are obtained, and the safety and reliability of construction are guaranteed.
4. The bridge state in the dismantling construction process is monitored in the whole process in real time, and a high-precision remote monitoring method is adopted, so that the problems of inaccurate monitoring value and low monitoring efficiency caused by large span and the like in the suspension bridge dismantling measurement are solved; the safety monitoring measuring points and the monitoring objects are arranged comprehensively and reasonably, the obtained monitoring result is accurate and reliable, the demolition construction is not influenced, the monitoring process is efficient, the result can be fed back in time, and the construction efficiency is further improved.
The present invention will be described in further detail below with reference to the accompanying drawings.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
fig. 1 is a flowchart of a monitoring method for the whole suspension bridge demolition process according to a preferred embodiment of the present invention.
Detailed Description
The embodiments of the invention will be described in detail below with reference to the drawings, but the invention can be implemented in many different ways as defined and covered by the claims.
A method for monitoring the whole process of suspension bridge demolition, referring to fig. 1, comprising the following steps:
s1: and carrying out multi-parameter and multi-scheme simulation modeling analysis on the bridge to be disassembled according to the engineering drawing, and determining an optimal bridge disassembling scheme and a monitoring theoretical value of each stage of the bridge member in the bridge disassembling process according to a simulation modeling calculation result.
According to a drawing provided by a bridge design unit, an effective structural analysis method is adopted, simulation analysis with certain precision is carried out on the construction process and the designed bridge state of the bridge, the construction stages are divided according to the actual construction process, a reasonable model is established for each working condition by utilizing finite element analysis software, the actual stress condition of the bridge under various working conditions is simulated, and guidance is provided for the next construction. The authenticity of the model in the simulation calculation of the construction process is crucial at present. The model authenticity is mainly shown in the following aspects:
(1) the spatial rod system model is adopted, and the model can truly simulate the actual sizes of the bridge member in the length direction, the width direction and the height direction;
(2) the realism of the model boundaries appears as its boundary conditions truly simulating the support and constraint aspects of the structure.
The mathematical model of the full-bridge simulation analysis of demolition construction is complex, the workload of simulation analysis calculation is huge, and the factors to be considered in the demolition construction process simulation analysis of the bridge are more than those of a common newly-built bridge, and the main factors are as follows: the change of the self weight of the structure, the conversion of the boundary conditions of the system, the geometric nonlinearity of the cable structure, the change of the temperature and the construction load in the construction process, and the like.
For construction monitoring, the most important is accurate simulation of the whole construction process, and people know most about structural static analysis, namely single-working-condition or multi-working-condition stress analysis and deflection calculation of the whole structural construction finishing state. However, for bridge demolition work, such an analysis alone is not sufficient. Particularly, a large-span suspension bridge structure has a staged construction process, certain loads of components such as self weight, construction load and the like are changed in the construction process, each construction stage can be accompanied with self weight change, boundary constraint increase and decrease, system conversion and the like, and the mechanical property of a later-stage component is closely related to the construction condition of an earlier-stage component. In other words, the change of the construction scheme directly affects the stress state of the bridge structure. In the case of determining a construction scheme, how to analyze the stress characteristics and deformation of each construction stage is a primary task in construction control.
According to a drawing provided by a design unit, bridge special analysis software is applied to carry out finite element analysis of the full bridge, calculation of various working conditions in the construction process is simulated according to the elastic modulus and the gravity of main components, reasonable conversion of boundary conditions in a model and the like, and the calculation results are checked, compared and analyzed with data observed in a construction site.
S2: and acquiring a monitoring measured value of each stage of the bridge member in the construction process.
And determining a bridge dismantling scheme and a monitoring theoretical value of each stage of the bridge member in the bridge dismantling process according to the established simulation model, and acquiring a monitoring measured value corresponding to the monitoring theoretical value of each stage as a basis of subsequent construction.
S3: and determining whether to enter the construction dismantling of the next stage according to the analysis of the monitoring theoretical value and the monitoring measured value.
Comparing the demolition construction monitoring theoretical value obtained through modeling analysis with a monitoring measurement value in the construction process, and judging whether the construction in the following stages can be carried out, wherein the comparison standard is as follows:
(1) calculating the maximum allowable longitudinal displacement of the main tower by adopting finite element simulation according to the structural characteristics;
(2) when the longitudinal displacement of the main tower reaches the maximum longitudinal displacement value in the step (1) in the bridge dismantling process, issuing a command of pushing a cable saddle of the bridge tower;
(3) monitoring the cable saddle jacking process, and issuing a command of cable saddle jacking to finish when the forward bridge direction reverse displacement of the main tower is within the error range of the control value;
(4) the error between the actual measurement displacement value and the theoretical calculation control value of the main cable and the stiffening beam is controlled to be 5 percent, and the requirement of bridge dismantling safety is met;
(5) and the measured stress values of the main tower and the main beam do not exceed the allowable stress of the material.
(6) The measured values of the cable force of the main cable and the sling cable do not exceed the allowable tension of the material.
The control standards (1) - (2) are main tower deviation monitoring comparison, the control standard (3) is cable saddle pushing monitoring, and the control standards (4) - (6) are comparison between monitoring theoretical values and monitoring actual values.
And (4) if any one of the control standards (4) to (6) exceeds the limit, adjusting the calculation parameters according to the measured data, modeling again to determine a monitoring theoretical value, continuously correcting the calculation parameters to provide a reasonable target true value, and adopting corresponding construction control measures to effectively control and guide the safe dismantling construction of the suspension bridge. The method comprises the following steps of (1) exceeding of a control standard, namely, enabling the longitudinal deviation of the bridge tower to be close to an allowable value, determining the deviation amount of the top of the bridge tower pushed this time according to the actually measured offset amount of the bridge tower, generally dividing the total deviation amount into multiple small deviations to realize in actual operation, carrying out excessive reverse pushing, monitoring before and after each pushing, and issuing an instruction of stopping cable saddle pushing by a monitoring party when the bridge tower deviates to a position specified in advance. And (5) if the control standards (2) to (6) are all met, continuing the next stage of construction.
Preferably, the modeling process comprises the steps of:
s101: and acquiring parameters of the bridge to be disassembled as calculation parameters.
Including the elastic modulus, the weight of each main component, the reasonable transformation of boundary conditions in the model, and the like.
S102: and establishing a plurality of comparison schemes according to the construction dismantling process, the structural stress, the displacement change and the construction operability by depending on the calculation parameters, and establishing a simulation model for analysis.
The analysis content for establishing the comparison and selection model comprises the following steps: (1) determining a plurality of construction schemes which need simulation analysis and comparison according to the dismantling sequence of the bridge deck, the dismantling sequence of the steel trusses, whether the steel trusses are heavy, whether boundary conditions between the tower beams are changed and the like during the bridge dismantling of the suspension bridge; (2) establishing a full-bridge three-dimensional space finite element calculation model; (3) considering the influence of only tension property of the main cable, beam column effect and large displacement geometric nonlinear effect of the beam tower unit; (4) simulating a bracket on the tower by using a large-rigidity unit; and (5) simulating the stress state of the main cable and the dismantling process of the main span steel stiffening girder as much as practical conditions by compiling detailed construction working conditions.
S103: and determining an optimal dismantling scheme from the calculation results of the multiple comparison and selection models according to the construction conditions and the construction requirements.
An optimal construction scheme is selected according to structural stress, displacement change, construction operability and the like of the bridge, the bridge deck needs to be disassembled in blocks, and the steel truss girder span needs to be pressed. Determining the maximum allowable longitudinal deviation of the bridge tower: according to the actual requirements of engineering on the bridge tower and the finite element calculation of the full bridge, the maximum longitudinal deviation of the top of the bridge tower in the bridge dismantling process is determined, and further the pushing time and the pushing amount between the cable saddle and the bridge tower are determined.
Preferably, monitoring parameters corresponding to the monitoring measurement values completely cover bridge members, the bridge members comprise main towers, stiffening beams, main cables, slings and cable saddles, and objects of the monitoring measurement values comprise displacement values of the main towers, the stiffening beams and the main cables; stress values of the main tower and the stiffening beams; the cable force values of the main cable and the sling cable; the amount of relative slippage between the cable saddle and the main tower; and (5) monitoring the process of jacking the cable saddle and the process of excessive reverse jacking. The basic principle of measuring point arrangement is that the measuring points are located at sections and positions with large deformation or strain, and the maximum displacement or strain section must be used as a test section to ensure the safety of the structure during construction.
Preferably, the optimal bridge dismantling scheme comprises a stiffening beam weight-compression and weight-balancing technology and a stiffening beam and bridge deck weight distribution technology.
The optimal bridge dismantling scheme determined according to the simulation model comprises a stiffening beam weight-pressing counterweight technology and a stiffening beam and bridge deck weight distribution technology. The control measures in the construction process also comprise the technology, and the stress and deformation among all parts in the structural construction can be distributed and adjusted by adopting proper stiffening beam weight and counterweight measures, so that the influence of overlarge deformation of the stiffening beam on the bridge dismantling construction accuracy in the bridge dismantling process is avoided; the weight of the structure demolition unloading can be adjusted by adopting proper stiffening beams and bridge deck weight distribution measures, so that the structural deformation and the internal force in the construction process are controlled, and the safety and the convenience of bridge demolition construction are improved.
Preferably, the method for obtaining the monitoring measurement value is a long-distance high-precision monitoring method for the large-span bridge.
Including over-distance leveling across river valley obstacles and high-precision total station geometric coordinate measurements. Ultra-far leveling across river valley obstacles includes ultra-far elevation monitoring by a level and ultra-far coordinate monitoring by a total station. Ultra-long distance monitoring: to achieve higher measurement accuracy of +/-4 mm +2ppm, the current total station instrument is mostly within 1000m in measurement distance, and the actual measurement distance of the method reaches 3000 m. High-precision monitoring: the total station measuring angle precision of the method reaches 0.5', which is the highest grade that can be achieved at present.
The method for monitoring the displacement values of the main tower, the stiffening beam and the main cable comprises the following steps: arranging a high-precision total station with the precision of 0.5' at deformation measuring points of the main tower, the stiffening beam and the main cable; and in each stage, the displacement acquired by the high-precision total station is converted into the displacement of the deformation measuring point in the forward bridge direction and the transverse bridge direction by a coordinate method. The main cable and the stiffening beam are measured linearly, and the absolute elevation of the segment control level point of each segment is measured by adopting a geometric leveling method. In order to eliminate the irregular change of the beam body caused by the sunlight temperature difference, the linear measurement is carried out in a time period with small temperature change and stable temperature, and the shorter the duration of the measurement work is, the better the measurement work is. And carrying out over-long-distance river-crossing leveling measurement on the measuring point elevation of the stiffening beam and the main cable, and carrying out transverse deviation by adopting a total station. The monitoring of the main tower deflection comprises the measurement of the deflection values in the two directions of the forward bridge direction and the transverse bridge direction. The main tower all can make the main tower produce the deformation of different degrees under the influence such as unbalanced load of construction and atmospheric temperature difference and sunshine. In order not to affect the dismantling construction of the stiffening beam, the change rule of the main tower under the natural condition and the degree of deviation from the balance position under the influence of cable force must be mastered. The linear measurement of the main beam is mainly deflection measurement, and the deflection measurement adopts geometric leveling or triangular elevation. The geometric leveling needs to be carried out to and fro closed observation, the longest path of a single path is counted by 500m, the influences of factors such as wind power, temperature and the like on the bridge are considered, the maximum error of height difference measurement is less than +/-2.0 mm, and the measurement precision of an instrument is 0.1 mm. Selecting stable points at two ends of the bridge as leveling points, arranging measuring points on the stiffening beam in sequence, measuring and reading initial values of the measuring points before dismantling, and arranging concrete measuring points of the deflection of the stiffening beam at the slings of the steel trusses at two sides of the bridge. The monitoring of the main tower deflection comprises the measurement of the deflection values in the two directions of the forward bridge direction and the transverse bridge direction. The main tower all can make the main tower produce the deformation of different degrees under the influence such as unbalanced load of construction and atmospheric temperature difference and sunshine. In order not to affect the dismantling construction of the stiffening beam, the change rule of the main tower under the natural condition and the degree of deviation from the balance position under the influence of cable force must be mastered. And measuring the longitudinal bridge deviation of the tower top by a total station by adopting a coordinate method. The method is characterized in that a test datum point is arranged on the shore, prisms are arranged on the top of the bridge tower, the top of the bridge tower and the quartering point of a main cable, and measuring points at other positions are measured in a prism-free measuring mode. And erecting the total station at one point on the shore, looking back at the onshore reference control point, and aiming at the prism arranged on the bridge tower, so that the three-dimensional coordinate of the tower top measurement reference point can be tested. And (3) testing time: a) Before and after the main saddle is reformed; b) Cutting and dismantling the bridge deck; c) during the jacking of the cable saddle; d) before and after the steel truss is pressed; e) before and after the upper bracket is dismantled; f) and cutting and dismantling the steel truss.
The method for monitoring the stress values of the main tower and the stiffening beam comprises the steps of arranging high-precision stress sensors at stress measuring points of the main tower and the stiffening beam, calculating the change value of each stress measuring point at each stage by using hooke's law and temperature correction, arranging 1 test section at the joint of the main tower and the stiffening beam and tower feet, arranging externally attached strain sensors at four corners of each section, arranging stiffening beam stress measuring points in the middle of a main span and L/4 spans, adopting the externally attached intelligent temperature strain sensors in the test method, and using a matched reading instrument as an intelligent comprehensive tester for test time, wherein a) before and after the main saddle is modified, b) before and after the bridge deck is cut and removed, c) during saddle pushing, d) before and after steel truss weight is pressed, and e) before and after upper bracket is removed.
The method for monitoring the cable force of the main cable and the sling comprises the following steps: cable force sensors are arranged at measuring points of the main cable and the sling; and measuring the vibration fundamental frequency of the main cable and the sling cable in each stage, and calculating the cable force of the main cable and the sling cable in each bridge dismantling stage by using a cable force conversion formula. The main cable and sling force monitoring comprises main cable loose cable force monitoring and suspender cable force monitoring, and is mainly monitored by a cable force detector by adopting a frequency method.
And (3) testing time: the first cable force test of the full bridge is carried out before the full bridge construction, and the test conditions of other stages are as follows: a) before and after the main saddle is reformed; b) cutting and dismantling the bridge deck; c) during the jacking of the cable saddle; d) before and after the steel truss is pressed; e) Before and after the upper bracket is dismantled.
Preferably, the monitoring method of the relative slippage between the cable saddle and the main tower is as follows: the relative slippage between the cable saddle and the main tower at each stage is collected by a high-precision displacement meter, and the actual spatial position of the cable saddle and the slippage of each stage can be determined by combining the spatial displacement measurement result of the main tower.
Preferably, the monitoring of the saddle jacking and excessive back jacking process comprises: when the displacement of the main tower along the bridge direction reaches an allowable critical value, issuing a cable saddle jacking command to start cable saddle jacking until the displacement of the main tower reaches a maximum allowable value in the opposite direction; and when the displacement of the main tower along the bridge direction is within the error range of the theoretical value, ending the cable saddle jacking and ending command.
Preferably, the analyzing of the monitoring theoretical value and the monitoring measured value in S3 to decide whether to proceed to the next stage of construction removal includes: when the error between the actual measurement displacement value and the theoretical displacement value of the main tower, the stiffening girder and the main cable is less than 5 percent and the displacement of the main tower along the bridge direction does not exceed the allowable value, the construction of the next stage is carried out; otherwise, judging whether the bridge state parameters are accurate, if not, identifying the parameters, substituting the parameters into the simulation model to re-determine a monitoring theoretical value, and judging whether the next-stage construction conditions are met again; and if the structural state is accurate, adopting construction control measures and carrying out self-adaptive adjustment recalculation until the structural state meets the condition of entering the next stage of construction.
Determining the back deviation amount of the pushing main tower according to the actually measured main tower offset, generally dividing the total back deviation amount into a plurality of small back deviations in practical operation, monitoring the cable saddle pushing process before and after each pushing, and issuing an instruction of finishing the cable saddle pushing by a monitoring party when the main tower is back deviated to a position specified in advance. And when the cable saddle jacking is carried out, after the main tower returns to the right, the excessive reverse jacking can be carried out, namely, the jacking operation of the main tower is continuously carried out in the reverse direction, so that the main tower can reach the maximum allowable deviation value in the reverse direction cheaply. The cable saddle jacking device has the effects that the deviation can continue to occur in the later stage of the main tower, the reverse jacking of the main tower is carried out to the maximum deviation allowable value in the opposite direction, the number of times of cable saddle jacking can be reduced, and the construction progress is accelerated.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art.
Claims (6)
1. A monitoring method for the whole suspension bridge dismantling process is characterized by comprising the following steps:
s1: carrying out multi-parameter multi-scheme simulation modeling analysis on a bridge to be disassembled according to an engineering drawing, and determining an optimal bridge disassembling scheme and a monitoring theoretical value of each stage of a bridge member in the bridge disassembling process according to a simulation modeling calculation result, wherein the simulation modeling comprises the following steps:
s101: acquiring parameters of a bridge to be disassembled as calculation parameters;
s102: establishing a plurality of comparison schemes according to the construction dismantling process, the structural stress, the displacement change and the construction operability by depending on the calculation parameters, and establishing a simulation model for analysis;
s103: determining an optimal dismantling scheme from a plurality of comparison model calculation results according to construction conditions and construction requirements, wherein the optimal dismantling scheme comprises a stiffening beam weight and balance weight technology and a stiffening beam and bridge deck weight distribution technology;
s2: acquiring a monitoring measurement value of each stage of the bridge member in the construction process;
s3: whether construction dismantling at the next stage is started is determined according to analysis of the monitoring theoretical value and the monitoring measured value, the dismantling construction monitoring theoretical value obtained through modeling analysis is compared with the monitoring measured value in the construction process, whether construction at the following stages can be started is judged, and the comparison standard is as follows:
(1) calculating the maximum allowable longitudinal displacement of the main tower by adopting finite element simulation according to the structural characteristics;
(2) when the longitudinal displacement of the main tower reaches the maximum longitudinal displacement value in the step (1) in the bridge dismantling process, issuing a command of pushing a cable saddle of the bridge tower;
(3) monitoring the cable saddle jacking process, and issuing a command of cable saddle jacking to finish when the forward bridge direction reverse displacement of the main tower is within the error range of the control value;
(4) the error between the actual measurement displacement value and the theoretical calculation control value of the main cable and the stiffening beam is controlled to be 5 percent, and the requirement of bridge dismantling safety is met;
(5) the actually measured stress values of the main tower and the main beam do not exceed the allowable stress of the material;
(6) the actually measured cable force values of the main cable and the sling cable do not exceed the allowable tension of the material;
the control standards (1) - (2) are main tower deviation monitoring comparison, the control standard (3) is cable saddle pushing monitoring, and the control standards (4) - (6) are comparison between monitoring theoretical values and monitoring actual values;
if any one of the control standards (4) - (6) exceeds the limit, adjusting the calculation parameters according to the measured data to re-model and determine the monitoring theoretical value, continuously correcting the calculation parameters to provide a reasonable target true value, and adopting corresponding construction control measures to effectively control and guide the safe dismantling construction of the suspension bridge; the method comprises the following steps of (1) exceeding of a control standard, namely the longitudinal deviation of a bridge tower is close to an allowable value, determining the back deviation amount of the top of the bridge tower for pushing the bridge tower at this time according to the actually measured offset amount of the bridge tower, generally dividing the total back deviation amount into multiple small back deviations to realize in actual operation, carrying out excessive back-pushing, monitoring before and after each pushing, and issuing an instruction of finishing saddle pushing by a monitoring party when the bridge tower deviates to a position specified in advance; and (5) if the control standards (2) to (6) are all met, continuing the next stage of construction.
2. The monitoring method for the whole suspension bridge dismantling process according to claim 1, wherein monitoring parameters corresponding to monitoring measurement values comprehensively cover bridge members, the bridge members include main towers, stiffening beams, main cables, slings and cable saddles, and objects of the monitoring measurement values include displacement values of the main towers, the stiffening beams and the main cables; stress values of the main tower and the stiffening beams; the cable force values of the main cable and the sling cable; the amount of relative slippage between the cable saddle and the main tower; and monitoring the jacking and pushing process of the cable saddle.
3. The method for monitoring the whole suspension bridge dismantling process according to claim 2, wherein the method for obtaining the monitoring measurement value is a long-span bridge ultra-long-distance high-precision monitoring method.
4. A method for monitoring the whole process of dismantling a suspension bridge as claimed in claim 3, wherein the method for monitoring the relative slippage between the cable saddle and the main tower is as follows: and a high-precision displacement meter is adopted to collect the relative slippage between the cable saddle and the main tower at each stage, and the actual spatial position of the cable saddle and the slippage of each stage can be determined by combining the spatial displacement measurement result of the main tower.
5. The method for monitoring the whole suspension bridge dismantling process according to claim 2, wherein the monitoring of the cable saddle jacking and excessive back-jacking process comprises: when the displacement of the main tower along the bridge direction reaches an allowable critical value, issuing a cable saddle jacking command to start cable saddle jacking until the displacement of the main tower reaches a maximum allowable value in the opposite direction; and when the displacement of the main tower along the bridge direction is within the error range of the theoretical value, ending the cable saddle jacking and ending command.
6. The method for monitoring the whole process of suspension bridge demolition as claimed in claim 2, wherein the analyzing of the monitoring theoretical values and the monitoring measured values in S3 to determine whether to proceed to the next stage of construction demolition includes: when the error between the actual measurement displacement value and the theoretical displacement value of the main tower, the stiffening girder and the main cable is less than 5 percent and the displacement of the main tower along the bridge direction does not exceed the allowable value, the construction of the next stage is carried out; otherwise, judging whether the bridge state parameters are accurate, if not, identifying the parameters, substituting the parameters into the simulation model to re-determine a monitoring theoretical value, and judging whether the next-stage construction conditions are met again; and if the structural state is accurate, adopting construction control measures and carrying out self-adaptive adjustment recalculation until the structural state meets the condition of entering the next stage of construction.
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| CN110941872B (en) * | 2019-12-16 | 2021-08-03 | 北京科技大学 | Method for determining change of sag of main cable and horizontal displacement of tower top of suspension bridge along with temperature |
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