CN109356042A - A kind of replacing and rectificating method after pier slope - Google Patents
A kind of replacing and rectificating method after pier slope Download PDFInfo
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- CN109356042A CN109356042A CN201811197022.6A CN201811197022A CN109356042A CN 109356042 A CN109356042 A CN 109356042A CN 201811197022 A CN201811197022 A CN 201811197022A CN 109356042 A CN109356042 A CN 109356042A
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- pier
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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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Abstract
The present invention provides the replacing and rectificating method after a kind of pier slope, steps 1) jacking apparatus is installed in pier coping portion to be rectified a deviation, top beam body is jacked by jacking apparatus；2) the 1) step jack interim slideway be set in the gap to be formed, to reduce constraint of the superstructure to bridge pier, and transverse direction and longitudinal direction constraint is carried out to top beam body；3) stake to there is offset carries out the unloading of soil body unilateral side, generates the soil lateral pressure contrary with pier slope, resets bridge pier tentatively；4) counter-force mechanism is set between the beam body in pier cap beam to be rectified a deviation and thereon, the nut on counter-force mechanism is twisted by torque spanner, by screw displacement, pull on the reaction force of portion's beam body generation, bridge pier to be rectified a deviation is drawn to vertical position；5) last bridge pier restores to the original state.The present invention solves the problems, such as the generation and power transmission of huge correction strength, while correction thrust is reduced to can manually be acted at double, easy for construction, short construction period, at low cost, correction result controllable precise.
Description
Technical field
The present invention relates to bridge maintaining technology, a kind of replacing and rectificating method after referring specifically to beam bridge pier slope belongs to bridge
Beam conserves reinforcement construction technology field.
Background technique
In existing highway bridge structure type, there are beam bridge, arch bridge, cable-stayed bridge, suspension bridge and composite bridge, wherein with beam bridge
It is most commonly seen.For beam bridge during construction and operation, itself original vertical bridge pier will appear fore-and-aft tilt phenomenon, generate this
Phenomenon generally has following reason:
1, due to the presence of embankment bottom silty clay weak intercalated layer, column offset is induced.After weak intercalated layer meets water immersion
Very weak, in addition many factors such as the preloading of top embankment and vehicular load influence, the creeping deformation of side slope of embankment leads to bridge
Pier inclination.
2, superstructure (namely beam body) is applied with horizontal thrust to bridge pier.
It is bent cap above bridge pier in beam bridge structure, is seat structure between bent cap and beam body, is between bent cap and support
Bearing pad stone between bearing pad stone and support and is steel plate between beam body and support.When beam bottom steel plate does not install level, bridge pier
There are bias-pressure phenomenons for upper seat, as soon as the self weight of beam body can generate a horizontal component F, the appearance of horizontal component F at support
It may make pier slope.
Pier slope accident is actually rare at present, processing method also rare research.One of method be on the ground or
Earth anchor is arranged in abutment, is cooperated using wirerope or steel strand wires and centre-hole jack, bridge pier of rectifying a deviation, but difficulty of construction is big,
Measure is complicated, and construction cost is high.
Summary of the invention
In view of the above shortcomings of the prior art, the object of the present invention is to provide a kind of easy for construction, short construction period,
Replacing and rectificating method after bridge pier fore-and-aft tilt at low cost.
In order to achieve the above-mentioned object of the invention, the present invention adopts the following technical scheme:
A kind of replacing and rectificating method after pier slope, this method comprises the following steps:
Step 1) installs jacking apparatus in pier coping portion to be rectified a deviation, and jacks the beam body on top by jacking apparatus, makes beam body
Gap is formed between bridge pier upper seat；
After interim slideway is set in the gap that step 2) is formed between the beam body and support of jacking, cancel jacking apparatus branch
Support force falls in beam body on interim slideway, while carrying out temporary spacing measure to top beam body；
Step 3) carries out the unloading of soil body unilateral side, generates the lateral soil contrary with pier slope to there are the stakes of deviation
Pressure resets bridge pier tentatively；
Counter-force mechanism is arranged between beam body in pier cap beam to be rectified a deviation and thereon after bridge pier tentatively resets in step 4), leads to
The reaction force for crossing the generation of top beam body draws bridge pier to be rectified a deviation to vertical position；The counter-force mechanism includes the first fixing component
With the second fixing component, tensioning system includes at least a set of screw-and-nut component, and a set of screw-and-nut component includes a screw rod
And-nut, the first fixing component and the second fixing component are respectively attached on box beam and pier cap beam to be rectified a deviation, and
It is positioned to relative to each other along the axis direction of screw rod, screw rod one end is arranged in the second fixing component, and the other end can be slid through
First fixing component back spin is screwed with nut, driving nut rotation, and top beam body and the first fixing component remain stationary, and screw rod drives
Second fixing component is mobile towards the first fixing component so that it is relocated, and then realizes the correction to inclination bridge pier；
Step 5) removes counter-force mechanism after rectifying a deviation bridge abutment correcting in place, and starting jacking apparatus makes beam body opposing lower portions branch
Seat is hanging, removes the interim slideway of the 2) step setting, then cancels jacking apparatus support force and fall beam body and remove jacking apparatus,
The temporary spacing measure for cancelling the 2) step, makes all spannings be restored to state before correction.
Preferably, the interim slideway includes stainless steel plate, and the polyfluortetraethylene plate on the downside of stainless steel plate.
Preferably, silicone grease layer is arranged between stainless steel plate and polyfluortetraethylene plate again.
Preferably, excavating in the step 3) to the bridge pier side soil body, it is high to excavate slope to bottom binder or less
Degree, slope ratio of slope are 1:1, and it is the step-like of 2m that slope surface, which is excavated into width,.
Preferably, the measure for carrying out temporary spacing to beam body includes cross spacing and longitudinal spacing, cross spacing is used
For fashioned iron to beam body cross spacing and guiding, longitudinal spacing is that expansion joint is fixed.
Preferably, adding slideway on the basis of former support, respectively there is one section of inclined-plane in slideway front and back end, and inclined-plane interface uses
Arc transition, and 2 °~3 ° of the beam bottom angle of cut, unavailable broken line linking avoids that line occurs because angle is mutated in sliding pressurized process
Property contact and concentrated stress, to damage interim slide surface
Preferably, the first fixing component is located on pier cap beam to be rectified a deviation, bearing pad stone is withstood, and use angle steel pair
It is fixed；Second fixing component is set to small box girder beam bottom, is connect using bolt with box beam bottom plate.
Preferably, the tensioning system has stress measurement device.
Preferably, tensioning system includes 4~6 sets of screw-and-nut components.
Preferably, before implementing this method should vertical misalignment amount to bridge pier carry out repetition measurement, when repetition measurement, at least adopts
Comparison is measured with two different modes, to determine the accurate offset value for preceding bridge pier of constructing, so that it is determined that bridge pier entangles
Offset value
The superstructure that the present invention treats the correspondence spanning of correction bridge pier carries out longitudinal spacing, to form a fulcrum, mesh
Be horizontal thrust when will tilt the correction of bridge pier by counter-force mechanism, power dispersion is transmitted on other bridge piers and abutment.
It because correction thinking of the invention is to transmit the force to the bridge pier for needing to rectify a deviation by counter-force mechanism, i.e., is not directly to push away bridge pier,
But by effect of the torque spanner to nut, the active force of generation is bridge pier thrust, so before needing to carry out step 4)
Phase prepares.At this time stress integrally need as a whole with resist torque spanner twisting nut generate huge thrust, and by
Power is not whole active.The temporary consolidation measure of stress entirety mainly has, and the expansion joint between two spannings is by welding consolidation or adopts
It is withstood with jack.Generate the thrust that the extruding that the active force contrary with pier slope is mainly the earthwork generates, operation letter
It is single to be easy to implement.
Compared with prior art, the invention has the following beneficial effects:
1, temporary spacing is carried out to the superstructure of all spannings of inclination correction pier opposite direction, entangling for bridge pier will be tilted
Inclined horizontal thrust is transmitted on each bridge pier, is solved the power transmission of huge correction strength and is born problem.
2, interim slideway is formed with steel plate, stainless steel plate and tetrafluoro slide plate, frictional resistance becomes 0.05~0.08 times, will rectify a deviation
Thrust be reduced to can manually act at double, it is easy for construction.
3, jacking whole process uses synchronizer, bridge pier bottom mount stress detection device, it is ensured that bridge structure and applies
Work overall process safety.
4, to bridge pier side soil excavation, certain correction thrust of earth is generated, the difficulty of follow-up work is reduced.
5, counter-force mechanism structure is simple, only can manually operate, and single operation displacement controls precision height, to original structure
Damage it is small, construction infection is small, at low cost, short construction period, at low cost, correction result controllable precise.
Detailed description of the invention
Fig. 1 is bridge abutment correcting schematic diagram provided by the invention；
Fig. 2 is the structural schematic diagram of interim slideway provided by the invention；
Fig. 3 is the schematic diagram of soil unilateral side unloading in step 3) provided by the invention；
Fig. 4 is the structural schematic diagram of counter-force mechanism provided by the invention；
Fig. 5 is the main view and side view of the first fixing component provided by the invention；
Fig. 6 is the side view and main view of the second fixing component provided by the invention.
Specific embodiment
Fig. 1 depicts the replacing and rectificating method after pier slope provided by the invention, as shown in Figure 1, and specific implementation
Step are as follows:
1) jacking apparatus is installed in pier coping portion to be rectified a deviation, will be pushed up in the beam body 4 wait rectify a deviation on bridge pier by jacking apparatus
It rises, makes to form gap between 1 upper seat 5 of beam body 4 and bridge pier.Due to being equipped with support 5 and bearing pad stone, top at the top of bridge pier 4
Structure (i.e. beam body) is pressed on support 5；And the presence of support and bearing pad stone, it there is between top beam body 4 and pier cap beam
Certain overhead space, the space, that is, mountable jacking apparatus, there are many implementations of jacking apparatus, such as the celebrating of Zhejiang Province dragon
The jacking apparatus used in the inclination correction of highway dragon's fountain intercommunication Large Bridge Pier；
2) 1) step jack original support be transformed in the gap to be formed, interim slideway 6 is set, to reduce top
Constraint of the structure to bridge pier；Specifically, as shown in Fig. 2, interim slideway 6 includes stainless steel plate 61 and polyfluortetraethylene plate 62, no
Rust steel plate 61 is located on polyfluortetraethylene plate, and silicone grease layer is arranged between stainless steel plate 61 and polyfluortetraethylene plate 62 again, so that
Stainless steel plate and polyfluortetraethylene plate are freely slidable, and then cancelling jacking apparatus support force falls in beam body on interim slideway；
Stainless steel plate, polyfluortetraethylene plate and silicone grease layer are set, it is therefore an objective to form an interim slide surface, make between beam body 4 and bridge pier 1
Coefficient of friction minimize, mitigate the thrust of the 4) step significantly.In addition, interim slide surface cannot fully rely on former support, need
Slideway is added on the basis of former support, respectively there is one section of inclined-plane in slideway front and back end, and inclined-plane interface uses arc transition, hands over beam bottom
2 °~3 ° of angle, unavailable broken line linking avoid that linear contact and concentrated stress occurs because angle is mutated in sliding pressurized process,
To damage interim slide surface.
Temporary spacing measure is carried out to top beam body simultaneously, the temporary spacing of beam body includes cross spacing and longitudinal spacing,
About beam body horizontal and vertical limit implementation there are many；In the present embodiment, cross spacing structure is using fashioned iron to beam
Body cross spacing and guiding, in addition the position limiting structure and box beam contact surface use stainless steel and tetrafluoro board group to close to reduce frictional resistance
Power, longitudinal spacing are that expansion joint is fixed, i.e. welding is consolidated or withstood using jack；
3) active force for making the recovery of pier slope, concrete implementation mode are generated are as follows: as shown in figure 3, bridge pier divides are as follows:
11- pier stud, 12- binder, 13- pile foundation excavate the bridge pier side soil body to there are the stakes of deviation, excavate slope to bottom system
12 or less height of beam, slope ratio of slope are 1:1, and it is the step-like of 2m that slope surface, which is excavated into width, i.e., is unloaded by carrying out unilateral side to soil
It carries, results from the contrary soil lateral pressure of pier slope；
4) counter-force mechanism 3 is set between 4 body of beam in bridge pier to be rectified a deviation and thereon, the reaction generated by top beam body 4
Power draws bridge pier to be rectified a deviation to vertical position；As shown in Figure 1, the counter-force mechanism 3 includes the first fixing component 31 with reference to Fig. 4
With the second fixing component 32, tensioning system includes at least a set of screw-and-nut component, and a set of screw-and-nut component includes a spiral shell
Bar 33 and-nut 34, nut 34 are threaded io the screw rod 32；First fixing component and the second fixing component difference are attached
It connects in box beam and pier cap beam 2 to be rectified a deviation, and is positioned to relative to each other along the axis direction of screw rod 33, as shown in Figure 1,
33 one end of screw rod is fixed in the second fixing component 32, and the other end is slidably disposed through 31 back spin of the first fixing component and is screwed with spiral shell
Mother, driving nut rotation, the top beam body and the first fixing component of limit remain stationary, and screw rod 33 translates, and at this time second
Fixed structure 32 can be relocated under the action of screw rod 33 relative to the first fixing component 31, and then be realized to inclination bridge pier
Correction；
In the present embodiment, torque spanner twists the nut on counter-force mechanism, by screw displacement, pulls on the generation of portion's beam body
Reaction force draws bridge pier to be rectified a deviation to vertical position；And first fixing component 31 and the second fixing component 32 specific structure
And there are many ways of realization of box beam and the fixed form of bent cap, in the present embodiment, with reference to Fig. 5, the first fixing component
Be made of horizontal steel plate 311, inclined steel plate 312 and the connection of vertical steel plate 313, specifically, with bolt 314 by horizontal steel plate with
The connection of box beam bottom plate；With reference to Fig. 6, the second fixing component includes the steel plate that pier cap beam is fixed on by bolt 320 and angle steel 321
322, steel plate 322 is equipped with bolt hole 3220 and is used for fastening screw, and steel plate is equipped with a plurality of steel plate ribs 323, the steel plate 322
The bearing pad stone on bent cap is withstood simultaneously；Tensioning system is accompanied with pair using fining twisted steel and corresponding nut composition on screw rod
The stress meter answered twists nut, pulls power transmission screw rod 33.
In addition, the thrust due to bridge abutment correcting is very big, a usual counter force system is difficult to meet the requirements, therefore, the present invention
The counter-force mechanism of offer and corresponding screw rod usually have 4-6 set, and the resultant force that all counter-force mechanisms are formed pushes bridge pier to reset together.
Movement is synchronized them by manual operation in operating process.
Counter-force mechanism 3 of the present invention, its significance lies in that: 1, by torque spanner, apply torque to nut；2, pass through nut
Rotation generates pulling force to screw rod；By the leverage twice of both of the above, power is amplified to the degree that can push bridge pier.
5) after rectifying a deviation bridge abutment correcting in place, counter-force mechanism is removed, starting jacking apparatus keeps beam body opposing lower portions support outstanding
Sky, removes the interim slide surface of the 2) step setting, then cancels jacking apparatus support force and fall beam body and remove jacking apparatus, takes
The temporary spacing measure for the 2) step that disappears, makes all spannings be restored to state before correction.
Three steps of front of the invention belong to preliminary preparation, are all for 4) step service.
Before pier stud deviation rectification, pile foundation is done in correction bridge pier and is completely detected, it is ensured that structure safety, and constructed in reset
Cheng Zhong copes with bridge pier basal crack, and counter-force mechanism carries out all-the-way tracking observation by the box beam bottom plate evil of dress, finds fortuitous event,
It should stop resetting immediately, can continue to reset work after ascertaining the reason.Meanwhile bridge pier should be uninterruptedly monitored in reseting procedure
Column deviation amount, discovery fortuitous event can continue to reset work after should ascertaining the reason.
It can specifically be carried out by following requirement:
(1) before starting to repair punishment should the vertical misalignment amount to bridge pier carry out repetition measurement, when repetition measurement, at least adopts
Comparison is measured with two different modes, to determine the accurate offset value for preceding bridge pier of constructing, so that it is determined that bridge pier entangles
Offset value.
(2) control, restricted speed are carried out to traffic on bridge.
(3) counter-force mechanism is installed.
(4) correction punishment carried out to the pier stud rectified a deviation of needs, during deviation rectification, coping with main force part, (T beam is horizontal
Partition and bridge pier bottom) carry out disease monitoring.
(5) after the completion of deviation rectification work, the phase between the upper and lower steel plate of all supports (wedge steel plate and bearing pad stone) is detected
To positional relationship, original position is restored to determination.
When pier stud spends tolerance value 0.3%H vertically and determines no more than 20mm.It is wanted it is believed that bridge abutment correcting resets to meet
It asks.
After the completion of examination, terminate traffic control.
Bridge pier of the present invention can return to normal position, be based primarily upon the following 1, by the way that interim slide surface is arranged, make beam
Coefficient of friction between body and bridge pier minimizes, and mitigates thrust when correction significantly；2, deviation is influenced by external force, correction
Before eliminate generate deviation active force.
The present invention is suitable for the deviation rectification after concrete beam bridge pier slope, comprising: structure after simply supported girder bridge, first freely-supported
Bridge floor continuous bridge, continuous bridge etc. after continuous bridge, first freely-supported.
Finally, it is stated that the above examples are only used to illustrate the technical scheme of the present invention and are not limiting, although referring to compared with
Good embodiment describes the invention in detail, those skilled in the art should understand that, it can be to skill of the invention
Art scheme is modified or replaced equivalently, and without departing from the objective and range of technical solution of the present invention, should all be covered at this
In the scope of the claims of invention.
Claims (10)
1. the replacing and rectificating method after a kind of pier slope, it is characterised in that: this method comprises the following steps:
Step 1) installs jacking apparatus in pier coping portion to be rectified a deviation, and jacks the beam body on top by jacking apparatus, makes beam body and bridge
Gap is formed between socle support；
After interim slideway is set in the gap that step 2) is formed between the beam body and support of jacking, cancel jacking apparatus support force
It falls in beam body on interim sliding support, while temporary spacing measure is carried out to top beam body；
Step 3) carries out the unloading of soil body unilateral side, generates the soil lateral pressure contrary with pier slope to there are the stakes of deviation,
Reset bridge pier tentatively；
After bridge pier tentatively resets counter-force mechanism is arranged between beam body in pier cap beam to be rectified a deviation and thereon, by upper in step 4)
The reaction force that portion's beam body generates draws bridge pier to be rectified a deviation to vertical position；The counter-force mechanism includes the first fixing component and the
Two fixing components, tensioning system include at least a set of screw-and-nut component, a set of screw-and-nut component include a screw rod with
And-nut, the first fixing component and the second fixing component are respectively attached on box beam and pier cap beam to be rectified a deviation, and fixed
Position is relative to each other at the axis direction along screw rod, and screw rod one end is arranged in the second fixing component, and the other end can be slid through the
One fixing component back spin is screwed with nut, and driving nut rotation, top beam body and the first fixing component remain stationary, and screw rod drives the
Two fixing components are mobile towards the first fixing component so that it is relocated, and then realizes the correction to inclination bridge pier；
Step 5) removes counter-force mechanism after rectifying a deviation bridge abutment correcting in place, and starting jacking apparatus keeps beam body opposing lower portions support outstanding
Sky, removes the interim slideway of the 2) step setting, then cancels jacking apparatus support force and fall beam body and remove jacking apparatus, cancels
The temporary spacing measure of the 2) step, makes all spannings be restored to state before correction.
2. the replacing and rectificating method after pier slope according to claim 1, it is characterised in that: the interim slideway includes
Stainless steel plate, and the polyfluortetraethylene plate on the downside of stainless steel plate.
3. the replacing and rectificating method after pier slope according to claim 1, it is characterised in that: stainless steel plate and polytetrafluoro
Silicone grease layer is set again between vinyl plate.
4. the replacing and rectificating method after pier slope according to claim 1, it is characterised in that: right in the step 3)
The bridge pier side soil body is excavated, and slope to bottom binder or less height is excavated, and slope ratio of slope is 1:1, and slope surface, which is excavated into width, is
2m's is step-like.
5. the replacing and rectificating method after pier slope according to claim 1, it is characterised in that: temporarily limited beam body
The measure of position includes cross spacing and longitudinal spacing, and cross spacing is using fashioned iron to beam body cross spacing and guiding, longitudinal spacing
It is that expansion joint is fixed.
6. the replacing and rectificating method after pier slope according to claim 1, it is characterised in that: in former support in step 2)
On the basis of add slideway, respectively there is one section of inclined-plane in slideway front and back end, and inclined-plane interface uses arc transition, with 2 ° of the beam bottom angle of cut~
3 °, unavailable broken line linking avoids that linear contact and concentrated stress occurs because angle is mutated in sliding pressurized process, to damage
Bad interim slide surface.
7. the replacing and rectificating method after pier slope according to claim 1, it is characterised in that: the first fixing component is located at
On pier cap beam to be rectified a deviation, bearing pad stone is withstood, and it is fixed using angle steel；Second fixing component is set to small box girder
Beam bottom is connect using bolt with box beam bottom plate.
8. the replacing and rectificating method after pier slope according to claim 1, it is characterised in that: the tensioning system has
Stress measurement device.
9. the replacing and rectificating method after pier slope according to claim 1, it is characterised in that: tensioning system includes 4~6
Cover screw-and-nut component.
10. the replacing and rectificating method after pier slope according to claim 1, it is characterised in that: before implementing this method
Should vertical misalignment amount to bridge pier carry out repetition measurement, when repetition measurement, at least measures comparison using two different modes, with
The accurate offset value for determining bridge pier before constructing, so that it is determined that the correction magnitude of bridge pier.
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| CN201811197022.6A CN109356042A (en) | 2018-10-15 | 2018-10-15 | A kind of replacing and rectificating method after pier slope |
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| CN201811197022.6A CN109356042A (en) | 2018-10-15 | 2018-10-15 | A kind of replacing and rectificating method after pier slope |
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| CN110331676A (en) * | 2019-07-22 | 2019-10-15 | 湖南聚创建筑科技有限公司 | A kind of pile-column flexible pier Deviation Correction Construction device and its construction method |
| CN110820817A (en) * | 2019-10-11 | 2020-02-21 | 福建省建科工程技术有限公司 | Bridge pier stud pile foundation combination deviation rectifying method |
| CN110983995A (en) * | 2019-12-06 | 2020-04-10 | 中铁四院集团岩土工程有限责任公司 | Beam body jacking method for high-speed railway bridge |
| CN111877168A (en) * | 2020-07-20 | 2020-11-03 | 长沙理工大学 | Torsion correction method for lattice type steel main beam of combined cable-stayed bridge |
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| CN113668410A (en) * | 2021-08-25 | 2021-11-19 | 郑州大学 | Pier deviation rectifying method using main beam to provide counter force |
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| CN114016369A (en) * | 2021-12-03 | 2022-02-08 | 浙江数智交院科技股份有限公司 | Deviation correcting device and beam body structure |
| CN114561881A (en) * | 2022-03-17 | 2022-05-31 | 浙江科技学院 | Longitudinal deviation-rectifying and resetting method suitable for soft soil foundation bridge |
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Application publication date: 20190219 |