CN108643063A - Across existing line Bridge Group main span overall time Demolition Construction process monitoring method - Google Patents
Across existing line Bridge Group main span overall time Demolition Construction process monitoring method Download PDFInfo
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- CN108643063A CN108643063A CN201810343128.6A CN201810343128A CN108643063A CN 108643063 A CN108643063 A CN 108643063A CN 201810343128 A CN201810343128 A CN 201810343128A CN 108643063 A CN108643063 A CN 108643063A
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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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- G—PHYSICS
- G01—MEASURING; TESTING
- G01D—MEASURING NOT SPECIALLY ADAPTED FOR A SPECIFIC VARIABLE; ARRANGEMENTS FOR MEASURING TWO OR MORE VARIABLES NOT COVERED IN A SINGLE OTHER SUBCLASS; TARIFF METERING APPARATUS; MEASURING OR TESTING NOT OTHERWISE PROVIDED FOR
- G01D21/00—Measuring or testing not otherwise provided for
- G01D21/02—Measuring two or more variables by means not covered by a single other subclass
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Abstract
The invention discloses across the existing line Bridge Group main span overall time Demolition Construction process monitoring methods of one kind, pass through ess-strain monitoring and displacement monitoring, the stress of stress and deformation and lower support system to the Bridge of work progress and deformation carry out comprehensive real time monitoring, residual prestressing force after being cut off to beam body is monitored and handles, in conjunction with finite element emulation technology and field monitoring early warning technology, both it can guarantee that entire Demolition Construction was safely and efficiently run, also prediction and the actual measurement verification of each construction stage can be carried out to the true stress morphology of beam body and holder, it formulates accordingly, change and improve Demolition Construction scheme, so that entire Demolition Construction process is in controllable state.
Description
Technical field
The present invention relates to the technical fields of bridging toughening, more particularly to a kind of across existing line Bridge Group main span one piece
Property Demolition Construction process monitoring method.
Background technology
When bridging toughening is constructed, the flexible body in beam body cast-in-place stage when being different from newly-built, load application, transmission and release
Slow uniform stressed when different from creating, but the process being mutated there are one.Since during cast-in-place construction, concrete
Weight gradually load on full framing, the speed and size of load are controllable.And holder is eliminating non-ballistic by precompressed
Property deformation after, in general, after concreting is complete, support force is relatively uniform.But for removing bridge,
One, beam body is rigid body, and when girder is cut off the process that there is a mutation in a flash of bearing capacity forfeiture, girder is conducted oneself with dignity at this time
It is applied directly on holder as discontinuous load, this process is not easy to control, and is difficult to ensure that bridge load is equably applied
It is added on holder；Second, holder can not carry out precompressed, even if before Demolition Construction, takes holder and push up measure in advance, it is contemplated that on
Portion's beam body weight is often much larger than pre- top loading and carries, and top is generally difficult to reach the effect for eliminating inelastic deformation better to holder in advance
Fruit；Third, for non-prestressed bridge, due to no prestressed influence, force analysis and field measurement are all opposite
Simply, because once being wrapped up in effect to the embedding of presstressed reinforcing steel by hole path pressure grouting after cutting off presstressed reinforcing steel with the presence of presstressed reinforcing steel,
Far from effective prestress will be started against after cutting position certain distance, prestressed size is remained by pore squeezing quality
It influences and becomes difficult to determine, the influence to beam body and support system is also difficult to accurate quantification.This is just traditional finite element
Analysis and on-site supervision bring great challenge, and also to removing safe construction, more stringent requirements are proposed.
Existing bridging toughening construction monitoring technology, is limited by Demolition Construction method, can often arrange the survey area of measuring point compared with
It is few.Such as：Cut using blasting procedure or machinery removed when, it is difficult to carry out the monitoring of work progress.It is existing for crossing over
The bridging toughening of circuit, it is also relatively high to the method limitation requirement of Demolition Construction under the limitation that gating condition is protected in traffic flow, usually
Concrete static state cutting technique is coordinated using Support Method or the whole method across decentralization, cross-line part is removed.It makes a general survey of existing
Static cutting disassembling case, monitoring and early warning only also have been carried out to the sedimentation of abutment or bent cap, this monitoring method has
Significant limitation：First, lack the monitoring to prestressing force residual condition, no measured data can not just remain prestressing force and ask
Topic carries out quantitative or qualitative analysis；Second, the safe safety concerning entire Demolition Construction of support system, to support system
Monitoring should obtain the attention of height.
Invention content
To solve limitation and defect of the existing technology, it is whole that the present invention provides a kind of across existing line Bridge Group main span
Disposable Demolition Construction process monitoring method, including：
In beam body upper edge across 6 stress monitoring sections of center line symmetrical setting；
2 stress prisons are diagonally set on 3 stress monitoring sections on the right side of the center line in the beam body
Measuring point；
It is answered in 3 on the left of the center line stress monitoring section upper edge section center line symmetrical setting 4 of the beam body
Power monitoring point, wherein top plate of 2 stress monitoring points close to beam body, bottom plate of 2 stress monitoring points close to beam body；
The stress-strain data for monitoring the stress monitoring point of the beam body, be monitored with the residual prestressing force to bridge and
Processing；
Beam body the right and left across across position of center line setting displacement monitoring section；
2 monitoring point for displacement are set on the box beam top surface of the displacement monitoring section of the beam body；
The displacement data for monitoring the monitoring point for displacement of the beam body is monitored and is located with the residual prestressing force to bridge
Reason.
Optionally, further include：
Stress monitoring section is set in Bailey beam；
2 stress monitoring points are set on the chord member across position of center line of the stress monitoring section of the Bailey beam,
1 stress monitoring point is set on the chord member of the position of center line of the left half of section of the stress monitoring section of the Bailey beam,
1 stress monitoring point is set on the chord member of the position of center line of the right half of section of the stress monitoring section of the Bailey beam；
Monitor the stress-strain data of the stress monitoring point of the Bailey beam；
2 displacement monitoring sections are set in Bailey beam；
2 monitoring point for displacement are set on the lower boom across position of center line of the displacement monitoring section of the Bailey beam；
Monitor the displacement data of the monitoring point for displacement of the Bailey beam.
Optionally, further include：
Obtain the maximum steel pipe post of stress；
Bridge is indulged in the steel pipe post upper edge, and 2 stress monitoring points are respectively set to direction across bridge；
Monitor the stress-strain data of the stress monitoring point of the steel pipe post.
Optionally, further include：
The unattended acquisition of data self-action and transmission are realized using automation integrated test system, or
Manual data supplement acquisition is carried out to the stress-strain data using manual data harvester.
Optionally, the maximum tension stress of the beam body is less than or equal to 1.7MPa.
Optionally, the maximum stress of the Bailey beam is less than or equal to 273MPa.
Optionally, the maximum stress of the steel pipe post is less than or equal to 158MPa.
Optionally, further include：
Settlement observation point is respectively set in the bridge pier pier top of the beam body, to deduct fulcrum sedimentation.
Optionally, further include：
Settlement observation point is set at the fulcrum of the Bailey beam, to deduct fulcrum sedimentation.
Optionally, further include：
Across the existing line Bridge Group Demolition Construction process is monitored using monitoring system, the monitoring system packet
Ess-strain monitoring system and deformation monitoring system are included, the ess-strain monitoring system includes sensing system, data acquisition
System, data transmission system and network platform system；
The sensing system includes strain transducer and displacement sensor, and the data collecting system includes power supply mould
Block, signal acquisition, processing module and data memory module, the data transmission system include GPRS data transmission module, institute
It includes server and System Control Center to state network platform system.
The present invention has following advantageous effects：
Across existing line Bridge Group main span overall time Demolition Construction process monitoring method provided by the invention, by answering
Stress-strain monitoring and displacement monitoring, stress and the change of stress and deformation and lower support system to the Bridge of work progress
Shape carries out comprehensive real time monitoring, and the residual prestressing force after being cut off to beam body is monitored and handles, in conjunction with finite element simulation
Technology and field monitoring early warning technology both can guarantee that entire Demolition Construction was safely and efficiently run, also can be to beam body and holder
True stress morphology carries out prediction and the actual measurement verification of each construction stage, formulates, changes and improve Demolition Construction scheme accordingly,
So that entire Demolition Construction process is in controllable state.
Description of the drawings
Fig. 1 is the structural schematic diagram of the stress monitoring section for the bridge that the embodiment of the present invention one provides.
Fig. 2-5 is the distribution schematic diagram of stress monitoring section upper stress monitoring point shown in Fig. 1.
Fig. 6 is the structural schematic diagram of the displacement monitoring section for the bridge that the embodiment of the present invention one provides.
Fig. 7 is the distribution schematic diagram of monitoring point for displacement on displacement monitoring section shown in Fig. 6.
Fig. 8 is the structural schematic diagram of the stress monitoring section for the Bailey beam that the embodiment of the present invention one provides.
Fig. 9-10 is the distribution schematic diagram of stress monitoring section upper stress monitoring point shown in Fig. 8.
Figure 11 is the structural schematic diagram of the displacement monitoring section for the Bailey beam that the embodiment of the present invention one provides.
Figure 12-13 is the distribution schematic diagram of monitoring point for displacement on displacement monitoring section shown in Figure 11.
Figure 14 is the distribution schematic diagram of the monitoring point for displacement for the steel pipe post that the embodiment of the present invention one provides.
Figure 15 is the global finite element model schematic that the embodiment of the present invention one provides.
Specific implementation mode
To make those skilled in the art more fully understand technical scheme of the present invention, the present invention is carried below in conjunction with the accompanying drawings
Across the existing line Bridge Group main span overall time Demolition Construction process monitoring method supplied is described in detail.
Embodiment one
When the construction of across existing line bridging toughening, generally for uninterrupted traffic or reduces the Traffic interruption time to the greatest extent, adopt
Static cutting technique is coordinated to be removed with Support Method, such method is long in time limit, and security risk is big；Or it is taken in non-cross-line part
If holder, special installation is then used to carry out cross-line part whole across decentralization, such method short time limit, but wanted to equipment and technology
Ask very high.No matter which kind of method is taken, what is common is that：Technical difficulty is big, and security risk is high.Whether for safe construction
Purpose, also scientific research purpose carry out analysis control it is necessary to take effective surveillance and control measure to entire work progress,
And carry out early warning to jeopardizing safe risk source.
For this purpose, the present embodiment provides across the existing line Bridge Group main span overall time Demolition Construction process monitoring sides of one kind
Method passes through ess-strain monitoring and displacement monitoring, the stress and deformation to the Bridge of work progress and lower support system
Stress and deformation carry out comprehensive real time monitoring, the residual prestressing force after being cut off to beam body is monitored analysis, is combined with
The first emulation technology of limit and field monitoring early warning technology, both can guarantee that entire Demolition Construction was safely and efficiently run, also can be to beam body
Prediction and the actual measurement verification that each construction stage is carried out with the true stress morphology of holder, formulate, change and improve and remove accordingly
Arrangement and method for construction so that entire Demolition Construction process is in controllable state.
Vibrating string extensometer is arranged on corresponding measuring point, you can answered in real time by automating integrated test system
Stress-strain data acquire, it is also possible to use hand-held vibratory string tester carries out manual data acquisition, acquisition manually can be made
It for the supplement of automatic data collection, connects and has difficulties with automatic acquisition device in special occasions, such as wiring, or is individual auxiliary
Measuring point is helped to be used when manually manual gathered data is more flexible convenient.
Fig. 1 is the structural schematic diagram of the stress monitoring section for the bridge that the embodiment of the present invention one provides, and Fig. 2-5 is Fig. 1 institutes
Show the distribution schematic diagram of stress monitoring section upper stress monitoring point.As shown in Figs. 1-5, in beam body upper edge across center line symmetrical setting
6 stress monitoring sections generally take the positive and negative moment of flexure maximum section of end bay and pier top maximum hogging moment section.In the beam body
2 stress monitoring points are diagonally set on 3 stress monitoring sections on the right side of the center line, in the span centre of the beam body
3 stress monitoring section upper edge section 4 stress monitoring points of center line symmetrical setting on the left of heart line, wherein 2 stress monitorings
Point is close to the top plate of beam body, and 2 stress monitoring points close to the bottom plate of beam body, answer by the stress for monitoring the stress monitoring point of the beam body
Become data.
In the present embodiment, across existing line part, using special device, for example, multiaxis platform trailer at cluster it is very heavy
Top, progress is whole to be found unfavorable sectional position in demolishing process, generally takes end bay across decentralization by the simulation analysis of demolishing process
Positive and negative moment of flexure maximum section and pier top maximum hogging moment section arrange stress monitoring point, for remaining existing bridge after dismantling
Beam can suitably reduced test section on the right side of center line, only diagonally arranged in corresponding section due to both sides symmetrical construction
To be used as data check that is, on tri- sections of TS-4 to TS-6, monitoring point is diagonally arranged, other sections are uniformly distributed in measuring point
4 monitoring points are set, altogether 6 stress monitoring sections, 18 stress monitoring points.In Fig. 2-5 ● represent stress monitoring point, number
It is T1, T2 close to top plate, is B1, B2 close to bottom plate.When actual number, the number of monitoring section and the number of monitoring point are corresponded to
Get up to use, for example, the number of the monitoring point on No. 1 monitoring section is followed successively by TS-1-T1, TS-1-T2, TS-1-B1, TS-1-
B2。
Fig. 6 is the structural schematic diagram of the displacement monitoring section for the bridge that the embodiment of the present invention one provides, and Fig. 7 is shown in Fig. 6
The distribution schematic diagram of monitoring point for displacement on displacement monitoring section.As shown in fig. 6-7, the right and left of beam body across across center line
Displacement monitoring section is arranged in position, and 2 monitoring point for displacement, prison are arranged on the box beam top surface of the displacement monitoring section of the beam body
Survey the displacement data of the monitoring point for displacement of the beam body.
The present embodiment is according to live sighting condition, when actually measuring, generally requires and runs the vertical prism of bar or paste reflecting piece
Displacement monitoring is carried out, if the absolute altitude of beam body centerline is not easy to monitor, it is high that point height inverse center can be controlled by beam both sides
Journey.In after dismantling, the right and left across the top surface of span centre section box beam displacement measuring points are set, while in bridge pier pier top point
Not She Zhi a settlement observation point to deduct fulcrum sedimentation.In Fig. 7 ▲ and monitoring point for displacement is represented, number is Z1, Z2.It is practical
When number, the number of the number of monitoring section and monitoring point is mapped use, for example, the monitoring point on No. 1 monitoring section
Number be TD-1-Z1, TD-1-Z2.
Fig. 8 is the structural schematic diagram of the stress monitoring section for the Bailey beam that the embodiment of the present invention one provides, and Fig. 9-10 is Fig. 8
The distribution schematic diagram of shown stress monitoring section upper stress monitoring point.As seen in figs. 8-10, the present embodiment is arranged in Bailey beam
2 stress monitorings are arranged in stress monitoring section on the chord member across position of center line of the stress monitoring section of the Bailey beam
1 stress monitoring is arranged on the chord member of the position of center line of the left half of section of the stress monitoring section of the Bailey beam in point
1 stress monitoring is arranged on the chord member of the position of center line of the right half of section of the stress monitoring section of the Bailey beam in point
Point monitors the stress-strain data of the stress monitoring point of the Bailey beam.
Bailey beam stress monitoring point provided in this embodiment is located at span centre, 1/4L and 3/4L, is provided with 4 altogether and is answered
Power monitoring section, number consecutively is TS-B1 to TS-B4 from left to right, and strain transducer is arranged along structure main stress direction
On Bailey beam lower boom.When Bailey beam stress deformation, follow-on test is carried out to stress monitoring point, data result arrange and is divided
Analysis, and mutually compared with result of finite element, it will be appreciated that the actual distribution of Bailey beam stress seeks maximum stress
Position, size and Orientation.To judge beam body weight and other loads change situations, it is ensured that construction safety.
Figure 11 is the structural schematic diagram of the displacement monitoring section for the Bailey beam that the embodiment of the present invention one provides, and Figure 12-13 is
The distribution schematic diagram of monitoring point for displacement on displacement monitoring section shown in Figure 11.As figs 11-13,2 are arranged in Bailey beam
2 displacements prisons are arranged in displacement monitoring section on the lower boom across position of center line of the displacement monitoring section of the Bailey beam
Measuring point monitors the displacement data of the monitoring point for displacement of the Bailey beam.
Among practical application, Bailey beam is located at high-altitude, carries out displacement monitoring using total powerstation, monitoring point is located at Bei Lei
On lower boom in girder span.2 displacement measurement sections are set altogether, and number consecutively is TD-1 and TD-2 from left to right.Equally,
Settlement observation point is set at testing Bailey beam fulcrum to deduct fulcrum sedimentation.
Figure 14 is the distribution schematic diagram of the monitoring point for displacement for the steel pipe post that the embodiment of the present invention one provides.Such as Figure 14 institutes
Show, obtain the maximum steel pipe post of stress, indulge bridge in the steel pipe post upper edge is respectively set 2 stress monitorings to direction across bridge
Point monitors the stress-strain data of the stress monitoring point of the steel pipe post.
In order to grasp the ess-strain in demolishing process under steel pipe post the most unfavorable processing condition, pass through demolishing process finite element fraction
The worst steel pipe post of stress is found in analysis, and stress monitoring point is arranged.Simultaneously, it is contemplated that lateral load is uneven, along vertical bridge to
2 stress monitoring points are respectively set with direction across bridge, altogether 4 stress monitoring points, number is followed successively by TS-G1 to TS-G4.Consider
It is supported on cushion cap, will not settle to steel pipe post, therefore be no longer directed to steel pipe post and monitoring point for displacement is set.
Figure 15 is the global finite element model schematic that the embodiment of the present invention one provides.As shown in figure 15, the present embodiment is adopted
Finite element stimulation is carried out with Space Finite Element Analysis software Midas Civil, in modelling, it includes upper beam to establish
The block mold of body and Bailey beam and steel pipe column support system, the benefit done so are as follows：First, can more accurately it reflect
The stress redistribution that the conversion of superstructure system generates when cutting off beam body with end bay in；Second, after cutting off presstressed reinforcing steel, by
Effect is wrapped up in the embedding of presstressed reinforcing steel in hole path pressure grouting, will start against after far from cutting position certain distance and effectively answer in advance
Power, influence of the remaining prestressing force to beam body and support system can also be reflected by block mold；Third can compare
Intuitively show the space power transmission between each support member when the cutting of beam block falls to Bailey beam and removed from support system
Process.
When being analyzed at the bridge stage, according to design drawing setting presstressed reinforcing steel and the corresponding control force of tensioning；Into
After teardown phase, prestressing with bond muscle is arranged due to removing connection, needs to consider into the bridge stage when removing by long-term operation
Remaining effective prestress in back rest body is cut off in loss of prestress and presstressed reinforcing steel afterwards.By the shadow of the factors such as squeezing quality
Ring, remaining effective prestress can not qualitative assessment, therefore consider in two kinds of situation before formal remove：1) in duct mud jacking without
Method forms operative constraint to the presstressed reinforcing steel after cut-out, and prestressed load can not apply, and beam body does not consider prestressing effect at this time；
2) after certain prestressed failure distance, since mud jacking does not cut off in beam body the effect of contraction of presstressed reinforcing steel in duct
Prestressing force it is intact and can work normally, in modeling, this partial prestressing is equivalent to consider that anchorage is shunk, pipeline rubs
Effective prestress during wiping and bridge operation after loss caused by concrete shrinkage and creep and presstressed reinforcing steel relaxation etc..
In the present embodiment, in conjunction with the ess-strain measured data and displacement measured data in live beam body, it will be assumed that cut-out
After presstressed reinforcing steel, prestressing effect loses in gradient, for example, loss 0,20%, 40%, 60%, 80% or 100%, then
It rearranges presstressed reinforcing steel and carries out tensioning by the residual prestressing force after loss, be compared with field measurement value, due to actual measurement
Value generally has larger discreteness, and the gradient of prestressing effect loss can be suitably increased or reduced according to measured data, is compared
The substantially relatively accurate range of residual prestressing effect can be obtained afterwards.
In early-warning parameters in automating integrated test system input parameter, compared by built-in data and status early warning
Function plays a role at the scene.Wherein in arrange parameter, following factor is considered：1) demolishing process inherently destroys knot
Structure can not be accomplished to accurately control, so usually one rational redundancy range of control, this safe range must have relatively strong
Fault-tolerant ability；2) due to safety concerns, as soon as usually to consider a larger safety coefficient, so early warning value setting is corresponding
It is that maximum parameter index under the most unfavorable processing condition is no more than threshold value of warning；3) there is too many uncertain and uncontrollable factor in scene,
For example temperature influences, for example be likely to occur unbalance loading situation etc., these factors will consider within the scope of safety stock；4) reference material
Allowable stress and deformation limit value, early warning value is controlled in conjunction with finite element stimulation.Such as：Concrete uses C40, does not go out preferably
Existing tensile stress, even if occurring not exceeding 1.7MPa if tensile stress maximum tension stress；The Q235 of the uses such as steel pipe column and distribution beam
Steel, practical maximum stress is no more than allowable stress 158MPa；Bailey beam etc. uses 16Mn, and practical maximum stress is no more than
Allowable stress 273MPa；Bailey beam holder temporary structure, maximum distortion is no more than L/400.Certainly, this range remains unchanged very
Greatly, scene can reduce the scope according to calculated case.Under normal circumstances, reach this Criterion restriction 60% to 70% is carried with regard to needs
Awake construction personnel pays attention to；5) finite element stimulation result one is used as the foundation of on-site supervision early warning, and two are used as live prison
The foundation of error of measurement value inverse true stress value, three are used as error analysis foundation, and effect, which belongs to, to be more accurately controlled.
The present embodiment is monitored across the existing line Bridge Group Demolition Construction process using monitoring system, the prison
Control system includes ess-strain monitoring system and deformation monitoring system, the ess-strain monitoring system include sensing system,
Data collecting system, data transmission system and network platform system, the sensing system include that strain transducer and displacement pass
Sensor, the data collecting system include power supply module, signal acquisition, processing module and data memory module, the data
Transmission system includes GPRS data transmission module, and the network platform system includes server and System Control Center.Deformation prison
Control system mainly coordinates prism or reflecting piece by total powerstation, and monitoring point for displacement is arranged in corresponding position, passes through artificial data
The mode of acquisition is monitored.
It should be noted that：1, provided in this embodiment be a set of collection beam body, support system includes that Bailey beam and steel pipe are vertical
A whole set of on-site supervision solution of column ess-strain and displacement data acquisition, analysis；2, it is modeled in conjunction with finite element monoblock type
Emulation technology can carry out relatively accurate quantitative analysis by computer to remaining prestressing effect；3, automation is relied on to survey
Test system and real time monitoring data can provide technical support by the way that corresponding threshold value of warning is arranged for on-site supervision early warning；
4, the sets of plan had both included on-site supervision early warning, also includes computer simulation technique, can be used to analyze bridge under complex situations and tear open
Except in the process system transform and space power transmission process；5, the sets of plan is in the pre-stressed bridge demolishing process across existing line
In be verified, for non-cross-line bridge or without pre-stressed bridge, be equally applicable.
Technical solution provided in this embodiment has been successfully applied to Foochow around the former green mouth interchange overpass of city high speed project
Projects, the engineering are across the existing line bridging toughenings of largest domestic scale, and wherein B ring roads third joins cross-domain heavy traffic
Shen Hai high speeds, C ring road 5-linkeds are across a freely-supported hollow slab bridge (Qian Yangqiao) in Shen Hai high speeds, B ring roads second and C
Ring road the 6th crosses over LNG natural gas pipes, and green mouth 2# overpass the 9th crosses over 324 national highways.Live bridge type is numerous, existing company
Continuous beam, continuous steel frame, and have simply supported beam, are related to that Support Method, whole decentralization method, static patterning method, that machinery cuts method etc. is a variety of
The joint matching operation of method for dismounting.Dismounting scale is big, and situation is complicated, and very difficult, technical solution provided in this embodiment exists
The huge effect of fully playing on spot, the verification put into practice.
Across existing line Bridge Group main span overall time Demolition Construction process monitoring method provided in this embodiment, passes through
Ess-strain monitor and displacement monitoring, the stress of stress and deformation and lower support system to the Bridge of work progress and
Deformation carries out comprehensive real time monitoring, and the residual prestressing force after being cut off to beam body is monitored and handles, imitative in conjunction with finite element
True technology and field monitoring early warning technology, both can guarantee that entire Demolition Construction was safely and efficiently run, also can be to beam body and holder
True stress morphology carry out each construction stage prediction and actual measurement verification, formulate, change and improve Demolition Construction side accordingly
Case so that entire Demolition Construction process is in controllable state.
It is understood that the principle that embodiment of above is intended to be merely illustrative of the present and the exemplary implementation that uses
Mode, however the present invention is not limited thereto.For those skilled in the art, in the essence for not departing from the present invention
In the case of refreshing and essence, various changes and modifications can be made therein, these variations and modifications are also considered as protection scope of the present invention.
Claims (10)
1. a kind of across existing line Bridge Group main span overall time Demolition Construction process monitoring method, which is characterized in that including：
In beam body upper edge across 6 stress monitoring sections of center line symmetrical setting；
2 stress monitoring points are diagonally set on 3 stress monitoring sections on the right side of the center line in the beam body；
In 3 on the left of center line stress monitoring section upper edge section center line symmetrical setting, 4 stress prisons of the beam body
Measuring point, wherein top plate of 2 stress monitoring points close to beam body, bottom plate of 2 stress monitoring points close to beam body；
The stress-strain data for monitoring the stress monitoring point of the beam body is monitored and is located with the residual prestressing force to bridge
Reason；
Beam body the right and left across across position of center line setting displacement monitoring section；
2 monitoring point for displacement are set on the box beam top surface of the displacement monitoring section of the beam body；
The displacement data for monitoring the monitoring point for displacement of the beam body is monitored and is handled with the residual prestressing force to bridge.
2. across existing line Bridge Group main span overall time Demolition Construction process monitoring method according to claim 1,
It is characterized in that, further including：
Stress monitoring section is set in Bailey beam；
2 stress monitoring points are set on the chord member across position of center line of the stress monitoring section of the Bailey beam, described
1 stress monitoring point is set on the chord member of the position of center line of the left half of section of the stress monitoring section of Bailey beam, described
1 stress monitoring point is set on the chord member of the position of center line of the right half of section of the stress monitoring section of Bailey beam；
Monitor the stress-strain data of the stress monitoring point of the Bailey beam；
2 displacement monitoring sections are set in Bailey beam；
2 monitoring point for displacement are set on the lower boom across position of center line of the displacement monitoring section of the Bailey beam；
Monitor the displacement data of the monitoring point for displacement of the Bailey beam.
3. across existing line Bridge Group main span overall time Demolition Construction process monitoring method according to claim 1,
It is characterized in that, further including：
Obtain the maximum steel pipe post of stress；
Bridge is indulged in the steel pipe post upper edge, and 2 stress monitoring points are respectively set to direction across bridge；
Monitor the stress-strain data of the stress monitoring point of the steel pipe post.
4. across existing line Bridge Group main span overall time Demolition Construction process monitoring method according to claim 1,
It is characterized in that, further including：
The unattended acquisition of data self-action and transmission are realized using automation integrated test system, or
Manual data supplement acquisition is carried out to the stress-strain data using manual data harvester.
5. across existing line Bridge Group main span overall time Demolition Construction process monitoring method according to claim 1,
It is characterized in that, the maximum tension stress of the beam body is less than or equal to 1.7MPa.
6. across existing line Bridge Group main span overall time Demolition Construction process monitoring method according to claim 2,
It is characterized in that, the maximum stress of the Bailey beam is less than or equal to 273MPa.
7. across existing line Bridge Group main span overall time Demolition Construction process monitoring method according to claim 3,
It is characterized in that, the maximum stress of the steel pipe post is less than or equal to 158MPa.
8. across existing line Bridge Group main span overall time Demolition Construction process monitoring method according to claim 1,
It is characterized in that, further including：
Settlement observation point is respectively set in the bridge pier pier top of the beam body, to deduct fulcrum sedimentation.
9. across existing line Bridge Group main span overall time Demolition Construction process monitoring method according to claim 2,
It is characterized in that, further including：
Settlement observation point is set at the fulcrum of the Bailey beam, to deduct fulcrum sedimentation.
10. across existing line Bridge Group main span overall time Demolition Construction process monitoring method according to claim 1,
It is characterized in that, further including：
Across the existing line Bridge Group Demolition Construction process is monitored using monitoring system, the monitoring system includes answering
Stress-strain monitoring system and deformation monitoring system, the ess-strain monitoring system include sensing system, data collecting system,
Data transmission system and network platform system；
The sensing system includes strain transducer and displacement sensor, and the data collecting system includes power supply module, letter
Number acquisition, processing module and data memory module, the data transmission system include GPRS data transmission module, the network
Plateform system includes server and System Control Center.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810343128.6A CN108643063A (en) | 2018-04-17 | 2018-04-17 | Across existing line Bridge Group main span overall time Demolition Construction process monitoring method |
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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 |
| CN110006674A (en) * | 2018-11-09 | 2019-07-12 | 王永泉 | A kind of monitoring method of high form-tie assembly Instability real-time early warning |
| CN112001056A (en) * | 2020-06-05 | 2020-11-27 | 中电建路桥集团有限公司 | Construction load detection method and detection system for aluminum alloy formwork assembly system |
| 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 |
| CN115374556A (en) * | 2022-08-08 | 2022-11-22 | 中建八局第三建设有限公司 | Bailey truss deflection calculation method considering pin shaft slippage and rigidity correction |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110006674A (en) * | 2018-11-09 | 2019-07-12 | 王永泉 | A kind of monitoring method of high form-tie assembly Instability real-time early warning |
| 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 |
| CN112001056A (en) * | 2020-06-05 | 2020-11-27 | 中电建路桥集团有限公司 | Construction load detection method and detection system for aluminum alloy formwork assembly system |
| CN112001056B (en) * | 2020-06-05 | 2023-11-07 | 中电建路桥集团有限公司 | Construction load detection method and detection system for aluminum alloy template assembly system |
| 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 |
| CN115374556A (en) * | 2022-08-08 | 2022-11-22 | 中建八局第三建设有限公司 | Bailey truss deflection calculation method considering pin shaft slippage and rigidity correction |
| CN115374556B (en) * | 2022-08-08 | 2023-09-08 | 中建八局第三建设有限公司 | Bailey frame deflection calculation method considering pin roll slippage and rigidity correction |
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