CN108505458A - A kind of suspension bridge removes the monitoring method of overall process - Google Patents
A kind of suspension bridge removes the monitoring method of overall process Download PDFInfo
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- CN108505458A CN108505458A CN201810246709.8A CN201810246709A CN108505458A CN 108505458 A CN108505458 A CN 108505458A CN 201810246709 A CN201810246709 A CN 201810246709A CN 108505458 A CN108505458 A CN 108505458A
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- E—FIXED CONSTRUCTIONS
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- 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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Abstract
A kind of suspension bridge that field is removed the invention discloses suspension bridge removes the monitoring method of overall process, includes the following steps：It is treated according to engineering drawing and tears the bridge progress multivariant Construction Simulation modeling analysis of multi-parameter open, and the optimal monitoring theory value for tearing bridge scheme open and tear monitoring component each stage during bridge open is determined according to simulation modeling result of calculation；The monitoring measured value for obtaining and monitoring component each stage in work progress is monitored by live omnidirectional high-accuracy；Bridge construction degree of safety is adjusted by saddle pushing and the anti-pushing tow technology of excess, and according to the analysis to monitoring theory value and monitoring measured value to decide whether that the construction into next stage is removed.The present invention solves the problem of suspension bridge Demolishing Technology difficulty is big, risk is big, lacks effective overall process method for safety monitoring.
Description
Technical field
Field is removed the present invention relates to suspension bridge more particularly to a kind of suspension bridge removes the monitoring method of overall process.
Background technology
Any engineering construction object has its service life, science of bridge building no exception.The current many bridges in China are
The maintenance interval has been stepped into, the foster customary practice of light pipe has been set since China is rebuild early period, the repair pipe of follow-up many bridges is caused to support face
Face the problem in more technical and construction.With the continuous extension of newly building bridge service phase, many bridges are removed
It rebuilds.For the bridge type that large-span suspension bridge is complicated in this way, remove bridge does not have precedent, especially Suspension bridge structure at home
Stress is complicated, and former bridge has been runed many years in spite of illness, and the safe condition of structure carries out it to remove and apply there are prodigious non-intellectual
Work technical difficulty and risk are very big.In addition, suspension bridge removes monitoring method and theoretical research at home and abroad rarely has correlation at present
Report, especially for highway Long span steel trussed girder suspension bridge, even more not similar projects example is as correlative study
Background and support.Therefore suspension bridge is removed and carries out construction safety control and has important practical significance and theory value.
Invention content
Present invention aims at a kind of monitoring method of suspension bridge dismounting overall process is provided, removed with solving existing suspension bridge
Construction lacks the prior art problem of corresponding security monitoring.
To achieve the above object, the present invention provides the monitoring methods that a kind of suspension bridge removes overall process, including following step
Suddenly：
1, a kind of suspension bridge removes the monitoring method of overall process, which is characterized in that includes the following steps：
S1：It is treated according to engineering drawing and tears bridge progress multi-parameter multi-scheme simulation modeling open, and according to simulation modeling result of calculation
Determine the optimal monitoring theory value for tearing bridge scheme open and tear bridge member each stage during bridge open；
S2：Obtain the monitoring measured value in work progress jackshaft beam each stage；
S3：Decide whether that the construction into next stage is removed according to the analysis of monitoring theory value and monitoring measured value.
Preferably, the step of simulation modeling is：
S101：The parameter of bridge to be torn open is obtained as calculating parameter；
S102：Calculating parameter is relied on to be established according to construction dismounting process, structure stress, change in displacement and the operability of construction more
A scheme analysis, and establish simulation model and analyzed；
S103：According to execution conditions and construction demand, optimal Demolition Scheme is determined in the model calculation than selecting from multiple.
Preferably, the corresponding monitoring parameter of monitoring measured value covers bridge member comprehensively, and bridge member includes king-tower, puts more energy into
Beam, main push-towing rope, hoist cable and cable saddle, the object for monitoring measured value include the shift value of king-tower, stiff girder and main push-towing rope；King-tower and stiff girder
Stress value；The rope force value of main push-towing rope and hoist cable；Relative slippage between cable saddle and king-tower；Saddle pushing and the anti-pushing tow mistake of excess
Journey monitors.
Preferably, optimal bridge scheme of tearing open includes stiff girder ballast and counterweight technology, stiff girder and floorings weight distribution skill
Art.
Preferably, the method for obtaining monitoring measured value is using Large Span Bridges overlength distance high precision monitor method.
Preferably, the monitoring method of the relative slippage between cable saddle and king-tower is：It is every using the acquisition of high precision displacement meter
Relative sliding between the cable saddle and king-tower in one stage conjugates measurement result, it may be determined that the real space of cable saddle in conjunction with king-tower space
The slippage in position and each stage.
Preferably, saddle pushing and the anti-pushing tow process monitoring of excess include：When king-tower along bridge to displacement reach permission
When critical value, assigns saddle pushing order and start saddle pushing until king-tower displacement reaches negative direction maximum permissible value；Work as master
Tower along bridge to displacement in the error range of theoretical value when assign saddle pushing and terminate order and terminate saddle pushing.
Preferably, in S3 to the analysis of monitoring theory value and monitoring measured value to decide whether the construction into next stage
Dismounting includes：When the measured displacements value of king-tower, stiff girder and main push-towing rope is less than 5% with theoretical shift value error, king-tower along bridge to
When displacement is less than permissible value, into the construction of next stage；Otherwise, judge whether bridge state parameter is accurate, if inaccurate
Really, then parameter is identified and substitutes into simulation model and redefined monitoring theory value and judge whether that satisfaction progress is next again
Staged construction condition；If accurate, take Construction Control Measures and carry out adaptive adjustment and recalculate, until configuration state is full
Foot enters the condition of next stage construction.
The invention has the advantages that：
1, solve the problems, such as that being directed to suspension bridge Demolition Construction at present lacks corresponding overall process method for safety monitoring.
2, it is treated according to engineering drawing and tears bridge progress multi-scheme finite element stimulation open, determine optimal Demolition Construction side
Case, construction monitoring scheme, the Demolition Construction scheme and construction monitoring scheme that calculating simulation obtains are more rationally, reliably.
3, it using self-adaptive computing method, solves suspension bridge and removes because of stress complexity, monitor theoretical controlling value and be difficult to reality
When the problem that accurately determines；So as to accurately judge bridge structural state in real time, for be suitble to the next stage construction the case where after
Continuous construction takes effective Construction Control Measures, and root the case where for being not suitable for continuing construction after checking calculation model parameter
According to practical step again Modeling Calculation, updated construction control parameters are obtained, ensure that the safe and reliable of construction.
4, real-time overall process monitors Demolition Construction process Bridge state, using high accuracy remote monitoring method, solves
Suspension bridge remove measure because across footpath it is big it is equal caused by monitor value is inaccurate and monitoring efficiency is low problem；Safety monitoring measuring point and
Comprehensively, rationally, obtained monitoring result is accurate and reliable and does not influence Demolition Construction, and monitoring process is efficient, knot for monitoring object setting
Fruit can timely feedback, and further improve construction efficiency.
Below with reference to accompanying drawings, the present invention is described in further detail.
Description of the drawings
The attached drawing constituted part of this application is used to provide further understanding of the present invention, schematic reality of the invention
Example and its explanation are applied for explaining the present invention, is not constituted improper limitations of the present invention.In the accompanying drawings：
Fig. 1 is that a kind of suspension bridge of the preferred embodiment of the present invention removes the monitoring method flow chart of overall process.
Specific implementation mode
The embodiment of the present invention is described in detail below in conjunction with attached drawing, but the present invention can be defined by the claims
Implement with the multitude of different ways of covering.
The monitoring method that a kind of suspension bridge removes overall process includes the following steps referring to Fig. 1：
S1：It is treated according to engineering drawing and tears bridge progress multi-parameter multi-scheme modeling and analyzing open, and calculated according to simulation modeling
As a result the optimal monitoring theory value for tearing bridge scheme open and tear bridge member each stage during bridge open is determined.
According to the drawing that Bridge Design unit is provided, effective structure analysis method is taken, to the work progress of bridge
The sunykatuib analysis that certain precision is carried out with design bridge completion state divides the construction stage, to each according to actual work progress
Operating mode establishes rational model using finite element analysis software, simulates bridge actual loading situation under various operating modes, in next step
Construction provides guidance.Model authenticity during Construction Simulation calculates is now most important.Model authenticity is mainly manifested in
The following aspects：
（1）Using space bar model, model being capable of three direction actual sizes of real simulation bridge member length；
（2）The authenticity of model boundary shows as its boundary condition truly support of model configuration and restraint condition.
The mathematical model of the full-bridge simulation analysis of Demolition Construction is complicated, and the workload that simulation analysis calculates is huge, while big
Factor needed to be considered is more than general newly building bridge in the Demolition Construction Emulation Analysis of bridge, mainly has：Dead load
Variation, the conversion of system boundary condition, the geometry of line structure are non-linear, the variation of temperature, construction loads in work progress
Deng.
For construction monitoring, it is crucial that the accurate simulation of entire work progress, people are to static structural analysis
Understanding be mostly that the force analysis and calculation of deflection of either simplex condition or multi-state are made to total construction end state.But it is right
It constructs in bridging toughening, the such analysis of nonoculture is inadequate.Especially large-span suspension bridge structure, all there are one apply stage by stage
Certain loads of the process of work, component change in the construction process such as dead weight, construction loads etc., and each construction stage all may be used
It can be along with dead weight variation, boundary constraint increase and decrease and system transform etc., the construction of the mechanical property and component early period of later stage component
Situation has close ties.In other words, the change of arrangement and method for construction will directly affect the stress of bridge structure.It is determining
In the case of arrangement and method for construction, how to analyze the mechanical characteristic of each construction stage and deformation is top priority in Construction control.
The drawing provided according to designing unit carries out the finite element analysis of full-bridge, root using bridge dedicated analysis software
According to the elasticity modulus of main member, severe, the reasonable conversion etc. of boundary condition in a model, various operating modes during construction simulation
Calculating, according to result of calculation, it is checked with the data that construction site observes, compared with and analyze.
S2：Obtain the monitoring measured value in work progress jackshaft beam each stage.
The monitoring reason torn bridge scheme open and tear bridge member each stage during bridge open is determined according to the simulation model of foundation
By value, and obtain monitoring measured value corresponding with monitoring theory value of each stage, the foundation as subsequent construction.
S3：Decide whether that the construction into next stage is removed according to the analysis of monitoring theory value and monitoring measured value.
The Demolition Construction monitoring theory value obtained by modeling analysis is compared with the monitoring measured value in work progress,
Judge whether to enter with the construction of next stage, contrast standard is as follows：
(1), the maximum allowable length travel of king-tower is obtained using finite element stimulation according to structure feature；
(2), bridge is torn open in the process when the length travel of king-tower reaches（1）In maximum length travel value when, assign bridge tower cable saddle top
The order pushed away；
(3), saddle pushing process monitoring, wait for king-tower along bridge to reversed displacement assign cable saddle within the error range of controlling value
The order that pushing tow terminates；
(4), the control errors of the measured displacements value of main push-towing rope and stiff girder and theoretical calculation controlling value are 5%, and meet and tear bridge safety open
Requirement；
(5), the measured stress value of king-tower and girder is no more than the allowable stress of material.
(6), the actual measurement rope force value of main push-towing rope and hoist cable allows pulling force no more than material.
Control standard（1）-（2）Compare for the monitoring of king-tower deviation, control standard（3）For saddle pushing monitoring, control standard
（4）-（6）For monitoring theoretical value and the comparison for monitoring actual value.
Control standard（4）-（6）In any one transfinite, then according to measured data adjust calculating parameter model again really
Determine monitoring theory value, by continuous corrected Calculation parameter, provides rational target true value, and take corresponding Construction Control Measures
Efficiently control and instruct the safe Demolition Construction of suspension bridge.Control standard（1）It transfinites, i.e., bridge tower longitudinal direction deviation is close allows
Value determines time deviator of this pushing tow bridge tower tower top according to the bridge tower offset of actual measurement, generally returns total in practical operation
Deviator is divided into repeatedly small time realization partially, and carries out the anti-pushing tow of excess, is monitored before and after each pushing tow, waits for that bridge tower returns and is biased in advance
Defined position, monitoring side assign the instruction that saddle pushing terminates.Control standard（2）-（6）All meet, continues next stage
Construction.
Preferably, modeling the step of handling is：
S101：The parameter of bridge to be torn open is obtained as calculating parameter.
Elasticity modulus, severe including each main member, the reasonable conversion etc. of boundary condition in a model.
S102：It relies on calculating parameter to remove process, structure stress, change in displacement and the operability of construction according to construction to build
Multiple scheme analysis are found, and establishes simulation model and is analyzed.
It establishes and includes than the analysing content of modeling type：(1) according to during suspension bridge tears bridge open floorings dismounting sequence,
The dismounting sequence of steel truss, steel truss whether ballast, whether the boundary condition between tower beam changes etc. needs to emulate point to determine
Analyse multiple arrangement and method for construction of comparison；(2) full-bridge three-dimensional FEM computation model is established；(3) consider main push-towing rope only by
Draw property, beam tower unit beam-column effect and the non-linear effect of big displacement geometry influence；(4) with big rigidity unit simulation tower
Upper bracket；(5) by writing, detailed construction operating mode simulates main push-towing rope stress by actual conditions as far as possible and main span steel adds
Strength beam demolishing process.
S103：According to execution conditions and construction demand, optimal Demolition Scheme is determined in the model calculation than selecting from multiple.
Optimal arrangement and method for construction is selected according to the structure stress of bridge, change in displacement, operability of construction etc., is needed pair
Floorings carry out piecemeal dismounting, and steel truss girder span centre needs ballast.Determine the maximum allowable longitudinal deviation of bridge tower：According to engineering to bridge tower
Actual demand and full-bridge FEM calculation, to determine the longitudinal deviation of the maximum of during tearing bridge open bridge tower tower top, in turn
Determine the pushing tow time between cable saddle and bridge tower and pushing tow amount.
Preferably, the corresponding monitoring parameter of monitoring measured value covers bridge member comprehensively, and bridge member includes king-tower, puts more energy into
Beam, main push-towing rope, hoist cable and cable saddle, the object for monitoring measured value include the shift value of king-tower, stiff girder and main push-towing rope；King-tower and stiff girder
Stress value；The rope force value of main push-towing rope and hoist cable；Relative slippage between cable saddle and king-tower；Saddle pushing and the anti-pushing tow mistake of excess
Journey monitors.The basic principle of point layout, which is measuring point, should be located at deformation or strain larger section and position, maximum displacement or answer
Variable cross-section must be used as test section, it is ensured that the safety during structure construction.
Preferably, optimal bridge scheme of tearing open includes stiff girder ballast and counterweight technology, stiff girder and floorings weight distribution skill
Art.
Optimal tear open in bridge scheme determined according to simulation model includes stiff girder ballast counterweight technology, stiff girder and bridge floor
Plate weight distribution technique.Control measure in the construction process also contain the technology, using suitable stiff girder ballast and match
Measure can distribute stress in adjustment structure construction between various pieces again and deformation has prevented to put more energy into during bridging toughening
Beam deforms the excessive influence to tearing bridge construction accuracy open；Using suitable stiff girder and the adjustable knot of floorings weight distribution measure
Structure remove unloading weight size, to in work progress malformation and internal force control, improve bridging toughening
The safety of construction and convenience.
Preferably, the method for obtaining monitoring measured value is using Large Span Bridges overlength distance high precision monitor method.
Include the overlength distance measurement of the level across river valley obstacle and the measurement of high precision total station geometric coordinate.Across river
The overlength distance measurement of the level of paddy obstacle includes carrying out overlength distance Level monitoring by spirit level and being carried out by total powerstation
Overlength distance coordinate monitoring.Overlength distance monitors：Reach higher measurement accuracy ±（4mm+2ppm）, total station survey at present
For distance mostly in 1000m, the practical measurement distance of this method reaches 3000m.High precision monitor：This method total station survey angular accuracy
Reach 0.5 ＂, for current attainable highest level.
The monitoring method of the shift value of king-tower, stiff girder and main push-towing rope is：In the deformation measuring point cloth of king-tower, stiff girder and main push-towing rope
Set the high precision total station that precision is 0.5 ＂；Each stage converts the collected displacement of high precision total station by coordinate method
At deformation measuring point in the displacement along bridge to, direction across bridge.Linear measurement is made to main push-towing rope and stiff girder, is generally surveyed using geometrical standard
Amount method measures the absolute altitude of the segment control bench mark of each segment.The irregular change of beam body caused by eliminate Sunshine Temperature Difference Effect
Change, linear measurement should select to carry out in the period that temperature change is small, temperature is stablized, measure operation duration time it is more short more
It is good.Overlength distance river-crossing leveling is carried out to its measuring point absolute altitude, for stiff girder and main push-towing rope transverse direction deviation using total powerstation into
Row.To king-tower displacement monitoring include along bridge to and direction across bridge both direction become place value measurement.King-tower is in construction unbalanced load
With under the influence of atmosphere temperature-difference and sunshine etc., king-tower can be made to generate different degrees of deformation.In order to not influence the dismounting of stiff girder
Construction, it is necessary to grasp king-tower changing rule under field conditions (factors) and deviate the degree of equilbrium position under the influence of Suo Li.It is right
The linear measurement of girder is mainly deflection metrology, and deflection metrology uses geometrical standard or triangulated height.Geometrical standard need to be done back and forth
Closed observation, one way longest route consider influence of the factors such as wind-force, temperature to bridge in terms of 500m, and vertical survey is maximum
Middle error is less than ± 2.0mm, Instrument measuring precision 0.1mm.Stable point is chosen as bench mark, successively in stiff girder at bridge both ends
Upper arrangement measuring point is surveyed before dismounting and reads measuring point initial value, and the specific point layout of beam deflection of putting more energy into is at the steel truss hoist cable of bridge both sides.
To king-tower displacement monitoring include along bridge to and direction across bridge both direction become place value measurement.King-tower is in construction unbalanced load and greatly
Under the influence of air Temperature Difference and sunshine etc., king-tower can be made to generate different degrees of deformation.In order to not influence the Demolition Construction of stiff girder,
King-tower changing rule under field conditions (factors) must be grasped and deviate the degree of equilbrium position under the influence of Suo Li.Tower top indulges bridge
Coordinate method is used to deviation, is measured with total powerstation.On the coast be arranged test benchmark point, bridge tower upstream and downstream tower top and
Main push-towing rope quartile arranges that prism, other positions measuring point are measured using non-prism measurement pattern.Total powerstation is set up on the coast
A bit, backsight benchmark control point on the bank, then aim at the prism being arranged on bridge tower, you can the three-dimensional of test tower top datum mark
Coordinate.Testing time： a）Before and after main saddle transformation； b）Each stage is cut and disassembled in floorings；c）During saddle pushing；d）Steel truss
Before and after ballast；e）Before and after upper bracket is removed；f）Each stage is cut and disassembled in steel truss.
The monitoring method of the stress value of king-tower and stiff girder is：It is answered in the pressure detection point of king-tower and stiff girder arrangement high-precision
Force snesor；It is subject to temperature adjustmemt with Hooke's law and calculates the changing value of each pressure detection point of each stage at this stage.
1 test section is respectively arranged in king-tower and stiff girder junction, column foot, and external labeling type strain sensing is arranged at four angles in section
Device；Stiff girder pressure detection point is arranged in main span span centre and L/4 across place.Test method uses external labeling type intelligent temperature degree type strain sensing
Device, mating readout instrument are comprehensive intelligence testing instrument.Testing time： a）Before and after main saddle transformation； b）Floorings cutting disassembling is each
Stage；c）During saddle pushing； d）Before and after steel truss ballast；e）Before and after upper bracket is removed.
The monitoring method of the Suo Li of main push-towing rope and hoist cable is：In the point layout cable tension sensor of main push-towing rope and hoist cable；Per single order
Section measures the fundamental vibration frequency of main push-towing rope and hoist cable, is calculated using Suo Li reduction formulas and each tears bridge stage main push-towing rope and hoist cable open
Suo Li.Main push-towing rope and hang cable force monitoring include main push-towing rope dissipate cable force monitoring and suspender force monitoring, mainly passed through using frequency method
Rope tension gauge is monitored.
Testing time：Full-bridge first time cable tension test is carried out before full-bridge is constructed, remaining stage operating mode of test is as follows：
a）Before and after main saddle transformation；b）Each stage is cut and disassembled in floorings；c）During saddle pushing；d）Before and after steel truss ballast； e）Upper ox
Before and after leg is removed.
Preferably, the monitoring method of the relative slippage between cable saddle and king-tower is：It is every using the acquisition of high precision displacement meter
Relative sliding between the cable saddle and king-tower in one stage conjugates measurement result, it may be determined that the real space of cable saddle in conjunction with king-tower space
The slippage in position and each stage.
Preferably, saddle pushing and the anti-pushing tow process monitoring of excess include：When king-tower along bridge to displacement reach permission
When critical value, assigns saddle pushing order and start saddle pushing until king-tower displacement reaches negative direction maximum permissible value；Work as master
Tower along bridge to displacement in the error range of theoretical value when assign saddle pushing and terminate order and terminate saddle pushing.
Preferably, in S3 to the analysis of monitoring theory value and monitoring measured value to decide whether the construction into next stage
Dismounting includes：When the measured displacements value of king-tower, stiff girder and main push-towing rope is less than 5% with theoretical shift value error, king-tower along bridge to
When displacement is less than permissible value, into the construction of next stage；Otherwise, judge whether bridge state parameter is accurate, if inaccurate
Really, then parameter is identified and substitutes into simulation model and redefined monitoring theory value and judge whether that satisfaction progress is next again
Staged construction condition；If accurate, take Construction Control Measures and carry out adaptive adjustment and recalculate, until configuration state is full
Foot enters the condition of next stage construction.
Time deviator that this pushing tow king-tower is determined according to the king-tower offset of actual measurement generally returns total in practical operation
Deviator is divided into repeatedly small time realization partially, and each pushing tow is front and back to carry out saddle pushing process monitoring, waits for that king-tower returns to be biased to and provides in advance
Position, monitoring side assigns the instruction that saddle pushing terminates.And when carrying out saddle pushing, it can be carried out after king-tower returns just
The anti-pushing tow of excess continues king-tower to negative direction to make king-tower cheaply reach peak excursion permission to negative direction as urging action
Value.It acts as also will continue to generation deviation in view of the king-tower later stage, the peak excursion of the anti-pushing tow of king-tower to negative direction is allowed
Value can reduce the number of saddle pushing, accelerate construction progress.
The foregoing is only a preferred embodiment of the present invention, is not intended to restrict the invention, for the skill of this field
For art personnel, the invention may be variously modified and varied.
Claims (8)
1. a kind of suspension bridge removes the monitoring method of overall process, which is characterized in that include the following steps：
S1：It is treated according to engineering drawing and tears bridge progress multi-parameter multi-scheme modeling and analyzing open, and calculated according to simulation modeling
As a result the optimal monitoring theory value for tearing bridge scheme open and tear bridge member each stage during bridge open is determined；
S2：Obtain the monitoring measured value in work progress jackshaft beam each stage；
S3：Decide whether that the construction into next stage is removed according to the analysis of monitoring theory value and monitoring measured value.
2. a kind of suspension bridge according to claim 1 removes the monitoring method of overall process, which is characterized in that the emulation is built
The step of mould is：
S101：The parameter of bridge to be torn open is obtained as calculating parameter；
S102：It relies on the calculating parameter to remove process, structure stress, change in displacement and the operability of construction according to construction to build
Multiple scheme analysis are found, and establishes simulation model and is analyzed；
S103：According to execution conditions and construction demand, optimal Demolition Scheme is determined in the model calculation than selecting from multiple.
3. a kind of suspension bridge according to claim 2 removes the monitoring method of overall process, which is characterized in that monitoring measured value
Corresponding monitoring parameter covers bridge member comprehensively, and the bridge member includes king-tower, stiff girder, main push-towing rope, hoist cable and cable saddle, institute
The object for stating monitoring measured value includes the shift value of king-tower, stiff girder and main push-towing rope；The stress value of king-tower and stiff girder；It main push-towing rope and hangs
The rope force value of rope；Relative slippage between cable saddle and king-tower；The process monitoring of saddle pushing position.
4. a kind of suspension bridge according to claim 1 removes the monitoring method of overall process, which is characterized in that described optimal to tear open
Bridge scheme includes stiff girder ballast and counterweight technology, stiff girder and floorings weight distribution technique.
5. a kind of suspension bridge according to claim 3 removes the monitoring method of overall process, which is characterized in that obtain monitoring and survey
The method of magnitude is using Large Span Bridges overlength distance high precision monitor method.
6. a kind of suspension bridge according to claim 5 removes the monitoring method of overall process, which is characterized in that the cable saddle and
The monitoring method of relative slippage between king-tower is：Between the cable saddle and king-tower that acquire each stage using high precision displacement meter
Relative sliding can determine real space position and the slippage in each stage of cable saddle in conjunction with king-tower space displacement measurement result.
7. a kind of suspension bridge according to claim 3 removes the monitoring method of overall process, which is characterized in that the cable saddle top
Spreading to the anti-pushing tow process monitoring of excess includes：When king-tower along bridge to displacement reach allow critical value when, assign saddle pushing
Order starts saddle pushing until king-tower displacement reaches negative direction maximum permissible value；When king-tower along bridge to displacement in theory
Saddle pushing is assigned when in the error range of value terminate order terminate saddle pushing.
8. a kind of suspension bridge according to claim 3 removes the monitoring method of overall process, which is characterized in that right in the S3
Monitoring theory value and the analysis of monitoring measured value include to decide whether the construction dismounting into next stage：When king-tower, put more energy into
When the measured displacements value of beam and main push-towing rope is less than 5% with theoretical shift value error, king-tower along bridge to displacement be less than permissible value
When, into the construction of next stage；Otherwise, judge whether bridge state parameter is accurate, if inaccurate, parameter is identified
And it substitutes into simulation model and redefines monitoring theory value and judge whether to meet progress next stage execution conditions again；If accurate
Really, then Construction Control Measures are taken and carry out adaptive adjustment and are recalculated, are applied until configuration state met into next stage
The condition of work.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109781368A (en) * | 2019-02-14 | 2019-05-21 | 中国建筑科学研究院有限公司 | Large-span steel structure support unloading monitoring method |
| CN110941872A (en) * | 2019-12-16 | 2020-03-31 | 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 |
| CN111597614A (en) * | 2020-05-13 | 2020-08-28 | 广西交科集团有限公司 | Bridge deck displacement control method for replacing arch bridge suspender based on actual measurement displacement correction |
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| CN111597614B (en) * | 2020-05-13 | 2022-09-16 | 广西交科集团有限公司 | Bridge deck displacement control method for replacing arch bridge suspender based on actual measurement displacement correction |
| CN114232524A (en) * | 2022-01-28 | 2022-03-25 | 中铁二十二局集团第三工程有限公司 | Tie rod arch bridge demolition construction monitoring method |
| CN114737495A (en) * | 2022-03-21 | 2022-07-12 | 中交第二航务工程局有限公司 | Dismantling method for cable-saddle-free jacking of concrete self-anchored suspension bridge |
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