CN108265635A - A kind of coastal dock is hindered bridge pier by damage and reinforcement method is not repaired under Unloading Condition - Google Patents
A kind of coastal dock is hindered bridge pier by damage and reinforcement method is not repaired under Unloading Condition Download PDFInfo
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- CN108265635A CN108265635A CN201711384763.0A CN201711384763A CN108265635A CN 108265635 A CN108265635 A CN 108265635A CN 201711384763 A CN201711384763 A CN 201711384763A CN 108265635 A CN108265635 A CN 108265635A
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- steel bushing
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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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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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Abstract
Hindered bridge pier by damage the invention discloses a kind of coastal dock and reinforcement method is not repaired under Unloading Condition, first clear up the loose concrete in impaired stake, ponding inside the impaired stake of extraction, in the hollow parts concrete perfusion repairing and reinforcing of impaired stake, in the outer sheath steel bushing of impaired stake, pea gravel concreten is perfused between steel bushing and impaired stake, utilize steel bushing mounting operation platform, support jack is counter to push up horizontal bent cap in the both ends of job platform, the gap section perfusion microdilatancy grouting material between steel bushing spreading stake top face and horizontal bent cap bottom, one steel-pipe pile of complement near impaired stake, lengthen horizontal bent cap, horizontal bent cap is connected with steel-pipe pile.Horizontal bent cap abatement superstructure is pushed up because of the impaired accumulative stress generated using jack device is counter, structure safety stock is not reduced, restores structure design initial stressed state, during repairing damaged stake, the damaged hollow middle fill concrete of stake is reinforced, and housing steel bushing simultaneously charges concrete strengthening pile foundation.
Description
Technical field
The present invention relates to a kind of reinforcement means of bridge structure, particularly a kind of coastal dock is hindered bridge pier by damage and not unloaded
Reinforcement method is repaired under operating mode.
Background technology
Long piled wharf is one of three big structure form of ocean harbour, in soft soil foundation or in the case of building deepwater wharf,
Build the dock structure form that long piled wharf is almost unique feasible, single more or double of long piled wharf bridge pier pier shaft generally use
The prestressed concrete pipe pile for arranging more inserting pilings makees pier footing, pile pile top surface strip bent cap makees lateral connection by more pipes
Stake unifies, and bent cap top surface sets the multiple bearings of a row, and deck structrue is put in bearing top surface, and the structure is applied in China at present
Widely.But when bridge pier is slided by the rear soil body, harbour or access bridge deformation cause bridge pier pier shaft inclination displacement to be even broken
The phenomenon that happen occasionally or when time of low water harbour or access bridge are caused by ship collision that bridge pier pier shaft is damaged, tilts even to be broken and lacks
The accident of mistake also occurs again and again, thus harbour or bridge approach to ferry bridge pier concrete pre-stress pile pile be damaged after repairing and reinforcement technology
It has been developing progressively a kind of Novel maintenance construction classification.
There are two types of the construction method of damaged concrete pile for prestressed pipe repairing and reinforcement is general：
First, the dystopy piling method of substitution：It is because needing the concrete pre-stress repaired or reinforced pile pile under normal circumstances
Built structures object, it is more inconvenient to remove, therefore for existing structure object, and the reparation or reinforcement means are divided to two modes, and 1, first
Kind is dystopy piling under Unloading Condition.It removes damaged concrete pile for prestressed pipe top deck structrue to be unloaded, former stake is
It can not repair, using crane barge or truck crane in impaired stake both sides complement pile foundation, by the reinforcement in a cross-shaped mode of existing bent cap, mounting bridge
Panel；2nd, second is dystopy piling under not Unloading Condition.The knots such as damaged concrete pile for prestressed pipe top floorings are not removed
Structure, former stake can not repair, and the floorings on complement concrete pre-stress pipe pile position open up hole, are mixed using hole complement
After solidifying soil pile for prestressed pipe, concrete pre-stress pile pile is truncated, it, finally will be on floorings by the reinforcement in a cross-shaped mode of existing bent cap
Opened up hole is repaired.The maintenance principle of the dystopy piling method of substitution is to replace impaired pile pile stress using pile pile of substituting, with
Meet structure performance.
2nd, former stake patching：This method is divided to two modes：1st, the first is stake repairing former under not Unloading Condition.It is if impaired
Concrete pre-stress pile pile upper load is smaller, only pipeline or pedestrian's load, although single concrete pre-stress pile pile is damaged,
But remaining concrete pre-stress pile pile can temporarily bear the load of superstructure, only no safety margin coefficient, can be with
Its safe handling will not be influenced after damaged single concrete pre-stress pile pile repairing, be only reduction of Partial security deposit, this
The loose concrete of the concrete pre-stress pile pile plane of disruption can be cut under not Unloading Condition under kind operating mode, retains former pipe pile reinforcing bar and uses
It is connected in New-old concrete pile pile, then placement new clothes steel reinforcement cage (and connecing stubble with strip bent cap reinforcing bar), housing steel cylinder template, most
Casting concrete spreading pile pile (upper end connects stubble with bent cap) in steel cylinder template afterwards, the method does not apply to top floorings knot tying lotus
Carry larger operating mode；2nd, second is stake repairing former under Unloading Condition.Repair damaged concrete pile for prestressed pipe upper load compared with
Greatly, damaged concrete pile for prestressed pipe top deck structrue should be removed first to be unloaded, subsequent construction can also be divided to two kinds
Method carries out：(1) part bent cap original stake repairing is removed.Part bent cap is removed using crane barge or truck crane, concrete is cut and in advance should
The loose concrete of the solenoid stake plane of disruption retains former pipe pile reinforcing bar and is connected for New-old concrete pile pile, then places new clothes reinforcing bar
Cage (and reserved connect stubble with strip bent cap connect a batch reinforcing bar), housing steel cylinder template, last casting concrete spreading pile pile restores lid
Beam installs floorings；(2) bent cap original stake repairing is not removed.The loose concrete of the concrete pre-stress pile pile plane of disruption is cut, is retained
Former pipe pile reinforcing bar connects for New-old concrete pile pile, then places new clothes steel reinforcement cage (and connecing stubble with strip bent cap reinforcing bar), outside
Steel bushing is covered, last casting concrete spreading pile pile (upper end connects stubble with bent cap) installs floorings.
The dystopy piling method of substitution construction there are the defects of：
(1) the dystopy piling method of substitution under Unloading Condition：1. before piling, first impaired stake superstructure panel need to be removed, subtracted
Except top is conducted oneself with dignity, after piling construction completes that lower support can be used as, then restore superstructure, ensure structure stress shape after repairing
State is consistent with initial designs situation.Top plate-girder demolishing process is cumbersome, and removing range need to be determined by calculation, and need to consider demolition machine
Tool equipment, dismounting sequence and follow-up recovery construction, required resource is equipped with big.2. unloading superstructure dead weight, shifting upper board need to be hung
Beam, after the completion of reparation, also need by plate-girder playback restore, restore superstructure connection, work progress there are plate-girder dress to hang contour wind
Dangerous operation.3. it is longer the time required to superstructure gravity dumping process, it needs to playback again after plate-girder unloading, restore, after recovery such as
After the completion of the cast-in-place position construction such as face layer, also need to conserve, wait for its concrete strength.Construction time needed for unloading panel is long, no
Conducive to the operation of built harbour.
(2) the not dystopy piling method of substitution under Unloading Condition：Floorings need trepanning piling, though it is not required to large area removal top knot
The gravity load of structure, but still need to by calculating selected position of opening, and after piling inserting piling is completed and connect with framed bent, also need again
The panel concrete of superstructure tapping is poured, construction procedure is cumbersome and construction is time-consuming longer.
Former stake patching construction there are the defects of：
(1) former stake mending option precondition is not to be damaged the basis that pile foundation is located at upper load very little under Unloading Condition
On or impaired pile foundation original structure safety coefficient it is very big, do not influence its safe and reliable use after repairing, but overall structure by
Power off-design original state reduces the safety stock of structure.Former stake is repaired under not Unloading Condition, can be by during use
Certain influence, existing residual stress and deformation after pile pile is repaired.
(2) former stake mending option (bent cap partial demolition) under Unloading Condition：It 1., need to be first by impaired stake superstructure before piling
Panel is removed, and the dead weight of subduction top after pile pile repairing completes that lower support can be used as, then restores superstructure, ensures repairing
Structural stress state is consistent with initial designs situation afterwards.Top plate-girder demolishing process is cumbersome, and removing range need to be determined by calculation,
It need to consider to remove mechanical equipment, dismounting sequence and follow-up recovery construction, required resource is equipped with big.2. superstructure dead weight is unloaded,
It need to hang and move top plate-girder, after the completion of reparation, also need to playback plate-girder and restore, restore superstructure connection, there are plates for work progress
Beam dress such as hangs at the high risks operation.3. it is longer the time required to superstructure gravity dumping process, it needs to playback again after plate-girder unloading, is extensive
It is multiple, after recovery after the completion of the cast-in-place position construction of such as face layer, also need to conserve, wait for its concrete strength.It is applied needed for unloading panel
It is long between working hour, it is unfavorable for being completed the operation of harbour.4. bent cap is needed to remove and be restored, need to remove mechanical equipment, required money
Source is equipped with big, construction complexity.
(2) former stake mending option ((bent cap is not removed)) under Unloading Condition：It 1., need to be first by impaired stake superstructure before piling
Panel is removed, and the dead weight of subduction top after pile pile repairing completes that lower support can be used as, then restores superstructure, ensures repairing
Structural stress state is consistent with initial designs situation afterwards.Top plate-girder demolishing process is cumbersome, and removing range need to be determined by calculation,
It need to consider to remove mechanical equipment, dismounting sequence and follow-up recovery construction, required resource is equipped with big.2. superstructure dead weight is unloaded,
It need to hang and move top plate-girder, after the completion of reparation, also need to playback plate-girder and restore, restore superstructure connection, there are plates for work progress
Beam dress such as hangs at the high risks operation.3. it is longer the time required to superstructure gravity dumping process, it needs to playback again after plate-girder unloading, is extensive
It is multiple, after recovery after the completion of the cast-in-place position construction of such as face layer, also need to conserve, wait for its concrete strength.It is applied needed for unloading panel
It is long between working hour, it is unfavorable for being completed the operation of harbour.4. the situation that bent cap is not removed repairs former stake, pile pile is existing residual after repairing
Residue stress and deformation.
Invention content
The purpose of the present invention is to provide coastal dock and is hindered bridge pier by damage and do not repair reinforcement method under Unloading Condition,
Restore operation after impaired tube pile structure can quickly be repaired, and reduce resource machinery allocation and march into the arena, accelerate duration arrangement, reduce construction
Medium-and-large-sized dress crane operation, and stress after structure repair is made to be consistent with design initial situation as possible, without or reduce it is remaining should
Power and deformation are accumulated.
The present invention solve its technical problem solution be：A kind of coastal dock is hindered bridge pier not under Unloading Condition by damage
Reinforcement method is repaired, first clears up the loose concrete in impaired stake, extracts ponding inside impaired stake out, in the hollow parts of impaired stake
Concrete perfusion repairing and reinforcing in the outer sheath steel bushing of impaired stake, is perfused pea gravel concreten between steel bushing and impaired stake, treats
After the completion of impaired stake is reinforced, using steel bushing mounting operation platform, the both ends of job platform support jack is counter to push up horizontal bent cap,
Section perfusion microdilatancy grouting material in gap between steel bushing spreading stake top face and horizontal bent cap bottom, one steel of complement near impaired stake
Pile pile, lengthens horizontal bent cap, and horizontal bent cap is connected with steel-pipe pile.
As a further improvement of the above technical scheme, include the following steps,
1) by the breakage of impaired stake and more than loose concrete chisel removal, retain its intact lower part, utilize suction pump
Ponding inside impaired stake is extracted dry, pea gravel concreten repairing and reinforcing is perfused in the hollow parts of impaired stake；
2) in the housing steel loading sleeve of impaired stake, and concrete perfusion on the gap between steel bushing and impaired stake, by
Damage stake is lengthened along steel bushing, and the steel reinforcement cage for being damaged stake presses former pile foundation reinforcing bar spreading, and the pile crown bar splicing with horizontal bent cap is in place；
3) job platform is set up on steel bushing top, two anti-legs that are at loggerheads, and jack device is welded on job platform
To this be mounted on it is corresponding it is counter be at loggerheads on leg, the motion end of jack device is counter to push up horizontal bent cap, steel bushing spreading stake top face with
Section perfusion microdilatancy grouting material in gap between horizontal bent cap bottom；
4) the waters complement steel-pipe pile on the outside of bridge structure, the concrete perfusion in steel-pipe pile；
5) the horizontal bent cap after increasing is extended 2m outward, the steel-pipe pile of complement is connect with the horizontal bent cap of framed bent integral.
As a further improvement of the above technical scheme, before step 5), horizontal bent cap is thickeied so that damaged stake after reparation
Pile crown and the upper end of steel bushing be wrapped in horizontal bent cap.
As a further improvement of the above technical scheme, in step 2), 4 apertures, aperture are bored in superstructure bridge floor
It is symmetricly set on around impaired stake, avoids horizontal bent cap；Steel bushing assembling construction platform is set up using 4 apertures, and is passed through 4 small
Steel wire rope is interted in hole, saves steel bushing using a pair of diagonal aperture assembly one every time and transfers, then utilizes the diagonal aperture of another pair
Assembled next section steel bushing is simultaneously transferred, before release the assembled next section steel bushing of pair of horns aperture steel wire rope, repetitive operation make bridge floor
Loop wheel machine can carry out bridge lower sleeve consolidation service.
As a further improvement of the above technical scheme, after steel bushing assembly in place, using early strength mortar by steel bushing
Bottom blocks, and using small-size water pumping pumped steel bushing internal water accumulation, pea gravel concreten then is perfused between steel bushing and damaged stake.
As a further improvement of the above technical scheme, the damaged stake is PHC.
As a further improvement of the above technical scheme, the gap section between steel bushing spreading stake top face and horizontal bent cap bottom
The microdilatancy grouting material of perfusion is microdilatancy high intensity Self-leveling grouting material.
The beneficial effects of the invention are as follows：The present invention is not before destroying superstructure, not unloading superstructure gravity load
It puts reparation lower part and is damaged stake；Horizontal bent cap abatement superstructure is pushed up because being damaged the accumulative stress generated using jack device is counter,
Structure safety stock is not reduced, restores structure design initial stressed state, during repairing damaged stake, is filled out during damaged stake is hollow
Concrete strengthening is filled, housing steel bushing simultaneously charges concrete strengthening pile foundation, and steel bushing is also used as outside template and anti-corrosion, also makes outer
Portion charges concrete and further strengthens in hoop effect bearing capacity of putting more energy into；Steel bushing is also provided for follow-up abatement superstructure internal stress
Support and operating platform.
Description of the drawings
To describe the technical solutions in the embodiments of the present invention more clearly, make required in being described below to embodiment
Attached drawing is briefly described.Obviously, described attached drawing is the part of the embodiment of the present invention rather than all implements
Example, those skilled in the art without creative efforts, can also be obtained according to these attached drawings other designs
Scheme and attached drawing.
Fig. 1 is the structure diagram being damaged in the present invention when stake is reinforced；
Fig. 2 is the structure diagram when present invention is damaged stake housing steel sleeve；
Fig. 3 is the construction schematic diagram of steel-pipe pile in the present invention；
Fig. 4 is the structure diagram of steel sleeve assembly in the present invention；
Fig. 5 is the schematic diagram that job platform is set up in the present invention；
Fig. 6 is the structure diagram that horizontal bent cap is lengthened, thickeied in the present invention.
Specific embodiment
The technique effect of the design of the present invention, concrete structure and generation is carried out below with reference to embodiment and attached drawing clear
Chu is fully described by, to be completely understood by the purpose of the present invention, feature and effect.Obviously, described embodiment is this hair
Bright part of the embodiment rather than whole embodiments, based on the embodiment of the present invention, those skilled in the art is not paying
The other embodiment obtained under the premise of creative work, belongs to the scope of protection of the invention.In addition, be previously mentioned in text
All connection/connection relations not singly refer to component and directly connect, and refer to be added deduct by adding according to specific implementation situation
Few couple auxiliary, to form more preferably coupling structure.
With reference to Fig. 1~Fig. 6, a kind of coastal dock is hindered bridge pier by damage and does not repair reinforcement method under Unloading Condition, is first cleared up
Loose concrete in impaired stake 1 extracts 1 inside ponding of impaired stake out, in the hollow parts concrete perfusion repairing of impaired stake 1
It reinforces, in the outer sheath steel bushing 3 of impaired stake 1, pea gravel concreten is perfused between steel bushing 3 and impaired stake 1, stake 1 to be damaged adds
Gu after the completion of, using 3 mounting operation platform of steel bushing, the both ends of job platform support jack is counter to push up horizontal bent cap 2, in steel bushing
Section perfusion microdilatancy grouting material in gap between 2 bottom of 3 spreading stake top faces and horizontal bent cap, one steel pipe of complement near impaired stake 1
Stake 4, lengthens horizontal bent cap 2, horizontal bent cap 2 is connected with steel-pipe pile 4.Preferably, in 3 spreading stake top face of steel bushing and horizontal 2 bottom of bent cap
Between gap section perfusion microdilatancy grouting material be microdilatancy high intensity Self-leveling grouting material.
As a further improvement of the above technical scheme, include the following steps,
1) by the breakage of impaired stake 1 and more than loose concrete chisel removal, retain its intact lower part, utilize suction pump
Ponding inside impaired stake is extracted dry, pea gravel concreten repairing and reinforcing is perfused in the hollow parts of impaired stake 1；
2) in the housing steel loading sleeve 3 of impaired stake 1, and concrete perfusion on the gap between steel bushing 3 and impaired stake,
Impaired stake is lengthened along steel bushing 3, and the steel reinforcement cage for being damaged stake presses former pile foundation reinforcing bar spreading, and the pile crown bar splicing with horizontal bent cap 2 is arrived
Position；
3) job platform 5 is set up on 3 top of steel bushing, two anti-legs that are at loggerheads is welded on job platform 5, and jack fills
It puts and is at loggerheads on leg mounted on counter accordingly to this, the motion end of jack device is counter to push up horizontal bent cap 2, in 3 spreading stake top of steel bushing
Section perfusion microdilatancy grouting material in gap between 2 bottom of face and horizontal bent cap；
4) waters complement steel-pipe pile 4, the concrete perfusion in steel-pipe pile 4 on the outside of bridge structure；
5) the horizontal bent cap 2 after increasing is extended 2m outward, the horizontal bent cap 2 of steel-pipe pile 4 and the framed bent of complement is connected into whole
Body.
Preferred embodiment is further used as, before step 5), thickeies horizontal bent cap 2 so that damaged stake after reparation
The upper end of pile crown and steel bushing 3 is wrapped in horizontal bent cap 2.
Preferred embodiment is further used as, in step 2), bores 4 apertures 6 in superstructure bridge floor, aperture 6 is right
Title is arranged on around impaired stake 1, avoids horizontal bent cap 2；Steel bushing assembling construction platform is set up, and pass through 4 using 4 apertures 6
Aperture 6 interts steel wire rope, saves steel bushing 3 using a pair of diagonal 6 assembly one of aperture every time and transfers, then diagonal using another pair
The assembled next section steel bushing 3 of aperture 6 is simultaneously transferred, and the assembled next section steel bushing 3 of 6 steel wire rope of pair of horns aperture, repeats to grasp before release
Make, erection crane is enable to carry out bridge lower sleeve consolidation service.
Be further used as preferred embodiment, steel bushing 3 it is assembled in place after, using early strength mortar by the bottom of steel bushing 3
Portion blocks, and using 3 internal water accumulation of small-size water pumping pumped steel bushing, pea gravel concreten then is perfused between steel bushing 3 and damaged stake.
Preferred embodiment is further used as, the breakage stake is PHC.
It is currently preferred one embodiment below,
1) 1 structure repair of stake is damaged to reinforce
Impaired stake 1 is PHC pile piles, using the method for the concrete perfusion in PHC hollow shell pills reinforce a diameter of 1m by
Damage PHC.
By the breakage of impaired stake 1 and more than loose concrete chisel removal, retain its intact lower part, if upper opening is located at
More than low water level, PHC internal ponding can be extracted totally using suction pump, be perfused using tumbling barrel or hose in low water level
Pea gravel concreten improves its bearing capacity and stiffness to reinforce pile foundation.If breakage is located at the water surface hereinafter, making using profession diving
Industry personnel dive detects, and cuts damaged face and more than concrete under water, retains the intact pile foundation of section, utilizes seal sleeve spreading stake
More than base to the water surface, seal sleeve bottom ensures that its is water-tight, according still further to draw water, concrete perfusion the step of repair, reinforce by
Damage stake 1.
2) it is damaged 1 housing steel bushing 3 of stake, concrete perfusion is reinforced
To repair impaired stake 1 and improve the useful life longevity after its repairing, further impaired stake 1 is reinforced, by
Damage the steel bushing 3 of stake 1 housing diameter 1.5m, and by gap concrete perfusion between steel bushing 3 and PHC pile piles.
Conducted oneself with dignity according to steel bushing 3 and address details, 3 length of steel bushing need 21m, steel bushing 3 is suitable for reading to spell to away from horizontal 2 bottom of bent cap
About 0.7m positions counter push up horizontal bent cap 2 and reserve construction space to be follow-up.Impaired stake 1 is lengthened along steel bushing 3, is intended to extended pile foundation steel
Muscle cage presses former pile foundation reinforcing bar spreading, until with the pile crown bar splicing of horizontal bent cap 2 in place.
For fear of repair works be existing structure, steel bushing 3 can not whole directly cover under, need to use half-and-half assembly side
Method.Steel bushing 3 is often saved length and is set to 3m using the method construction of merogenesis welding.The splicing edge welding pair of every steel bushing tile
Otic placode is drawn, facilitates docking assembled, steel-bar arrangement limited block is utilized in steel bushing 3, height is about 22cm-23cm.
Superstructure is limited to, can not directly use loop wheel machine or crane barge assembly steel bushing 3, is bored in superstructure bridge floor 4 small
Hole 6, aperture 6 are symmetricly set on around impaired stake 1, avoid horizontal bent cap 2.3 assembling construction of steel bushing is set up using 4 apertures 6 to put down
Platform, and pass through 4 apertures 6 and intert steel wire rope, sleeve, decentralization are saved using a pair of diagonal 6 assembly one of aperture every time, then using another
A pair of 6 assembly of diagonal aperture is next to save sleeve, decentralization, and the assembled next section sleeve of 6 steel wire rope of pair of horns aperture, repeats behaviour before release
Make, erection crane is enable to carry out bridge lower sleeve consolidation service.
Specifically assembly flow is：Bridge floor trepanning (symmetrical 4 hole) → 1 appearance cleaning of impaired stake → steel bushing assembling construction platform
Set up → via is reeved, dock steel bushing using bridge floor hole setting guide chain auxiliary lifting steel bushing tile → using guide chain
3 → locked the assembled good steel bushing 3 of 3 seams of steel bushing → weld seam brushing anticorrosive paint → decentralization is welded with to connecting bolt → electric welder
Segment → repetition lifting steel bushing tile enters next 3 assembled flow of section steel bushing.
After 3 assembly in place of steel bushing, bottom is blocked using early strength mortar, sleeve inner product is extracted using drip pump
Then pea gravel concreten is perfused between sleeve and PHC pile foundations in water, 1 base of impaired stake is reinforced, and will be former using the anchor ear effect of sleeve
Impaired 1 base of stake completely cuts off with seawater, improves its useful life longevity.
3) it is counter to push up the horizontal abatement of bent cap 2 stress
Impaired stake 1 can not play a supporting role, and horizontal bent cap 2 is in cantilever position, has accumulated weight stress, initial with designing
State is not inconsistent, in the case where not unloading superstructure gravity load, by the use of the steel bushing 3 reinforced as construction platform, instead
The horizontal bent cap 2 of cantilever position is pushed up, cuts down the stress of its accumulation, its stress is made to meet design original state.
To ensure horizontal 2 stress balance of bent cap, the vertical bridge centered on horizontal 2 longitudinal axis of bent cap is selected to be filled to jack is arranged symmetrically
It puts, sets and support in casing top direction across bridge direction after jacking in place, lock horizontal 2 stress of bent cap.Anti- top the specific steps are：Steel
3 concreting of sleeve and reach design strength after → set up workbench → the anti-leg that is at loggerheads of welding → be symmetrically installed jack dress
It is → anti-top dual control index in place after → locked oil overhold of putting → anti-power of top of hierarchical loading, Simultaneous Monitoring floor elevation changing value, static
2min, observe oil overhold and floor elevation it is unchanged after, bracing members and voussoir pad → release jack internal force are installed, complete this road
Crossbeam is counter to be pushed up → enter the lower anti-top work of horizontal bent cap 2 together according to above step.
Conduct oneself with dignity according to horizontal bent cap 2 and stress, horizontal lid fine strain of millet is pushed up by the way that jack dual control is counter, treat that instead pushing up power and anti-top stroke reaches
Cut down horizontal 2 internal stress of bent cap, after being consistent with design initial stressed state, you can installation steel structure support pad crossbeam prevents it
Falling influences anti-top effect, after the completion of anti-top abatement internal stress construction, spreading steel bushing 3 to crossbeam bottom, in spreading pars infrasegmentalis and
An aperture 6 is respectively opened on top, and high strength grout spreading pile foundation is perfused using grouting pump.
4) complement steel-pipe pile 4 and be perfused plain concrete strengthen pile body
To increase safety stock, after the completion of 1 base reparation of stake be damaged, reinforcing, waters is away from bridge side 1m on the outside of bridge structure
Locate complement steel-pipe pile 4.Steel-pipe pile 4 utilizes crane barge inserting piling, is controlled by absolute altitude, pile penetration makes reference.
After steel-pipe pile 4 is constructed in place, to strengthen its rigidity, ensure enabling capabilities, the concrete perfusion in steel-pipe pile 4.
5) horizontal bent cap 2 is increased
For the stability of pile foundation after strengthening horizontal bent cap 2 and repairing, former crossbeam is damaged in the range of 1 base side 12m of stake and is thickeied
0.5m wraps up the pile crown after reparation and sleeve into crossbeam.
To ensure New-old concrete quality of connection, the old concrete face layer in the range of former horizontal 2 bottom 12m of bent cap is cut,
To fresh stone is exposed, then 25 reinforcing bars of Φ of the spacing chemistry plantation length 1.1m of 0.35m, plantation are deep for vertical and horizontal
It spends for 25d (d is planting rebar diameter).
6) horizontal bent cap 2 is lengthened
To ensure structural integrity, increase works safety stock after repairing, the horizontal bent cap 2 after increasing is extended outward
The steel-pipe pile 4 of complement is connect with horizontal bent cap 2 integral by 2m.
To ensure New-old concrete quality of connection, the old concrete face layer of former framed bent bottom end rail end is cut, until exposing
25 reinforcing bars of Φ of fresh stone, the spacing chemistry plantation length 1.625m of 0.4m, horizontal direction plants 4 rows, vertical to plant 3 rows,
Planting depth is 25d (d is planting rebar diameter).
7) concrete curing/k hole repairs
Impaired stake 1 repairs, reinforce after the completion of, later stage newly-laid concrete is conserved, and by top result bridge floor hole
Repairing is completed.
The present invention has the following advantages：
(1) in the case where not unloading superstructure gravity load, impaired substructure bridge pier is repaired, is avoided to built
The destruction and recovery of works superstructure.
(2) when repairing impaired substructure bridge pier under the premise of not unloading superstructure gravity load, avoiding unloading
Between and the follow-up time for restoring Superstructure Construction, the input of every cost is reduced, in terms of greatly reducing duration and cost
Input.
(3) using the anti-process for pushing up superstructure, abatement because being damaged accumulative internal stress of jack, ensure structure stress and
Design original state is consistent, and damaged structure is repaired under the premise of not relief features safety stock.In anti-top superstructure abatement
Stress is using anti-top power and anti-top stroke norm controlling, and control effect is preferable, control process is simple.
(4) it is damaged after the completion of substructure reparation, reinforcing, the complement steel-pipe pile 4 on the outside of built structure, steel-pipe pile 4 and original
There is structure connection, to improve structure safety stock.
(5) present invention carries out under the premise of superstructure is not unloaded, the dress crane operation of super large structure during avoiding,
Avoid high risk job content.
It is that the better embodiment of the present invention is illustrated, but the invention is not limited to the reality above
Example is applied, those skilled in the art can also make various equivalent modifications under the premise of without prejudice to spirit of the invention or replace
It changes, these equivalent modifications or replacement are all contained in the application claim limited range.
Claims (7)
1. a kind of coastal dock is hindered bridge pier by damage does not repair reinforcement method under Unloading Condition, it is characterised in that：First cleaning is impaired
Loose concrete in stake extracts ponding inside impaired stake out, in the hollow parts concrete perfusion repairing and reinforcing of impaired stake, by
The outer sheath steel bushing of stake is damaged, pea gravel concreten is perfused between steel bushing and impaired stake, after the completion of stake to be damaged is reinforced, utilizes steel
Sleeve mounting operation platform, the both ends of job platform support jack is counter to push up horizontal bent cap, in steel bushing spreading stake top face and Heng Gai
Section perfusion microdilatancy grouting material in gap between beam bottom, one steel-pipe pile of complement near impaired stake lengthen horizontal bent cap, horizontal bent cap
It is connected with steel-pipe pile.
2. coastal dock according to claim 1 is hindered bridge pier by damage does not repair reinforcement method, feature under Unloading Condition
It is：
Include the following steps,
1) by the breakage of impaired stake and more than loose concrete chisel removal, retain its intact lower part, will be by using suction pump
Ponding extracts dry inside damage stake, and pea gravel concreten repairing and reinforcing is perfused in the hollow parts of impaired stake；
2) in the housing steel loading sleeve of impaired stake, and concrete perfusion on the gap between steel bushing and impaired stake, it is damaged stake
It is lengthened along steel bushing, the steel reinforcement cage for being damaged stake presses former pile foundation reinforcing bar spreading, and the pile crown bar splicing with horizontal bent cap is in place；
3) job platform is set up on steel bushing top, two anti-legs that are at loggerheads is welded on job platform, and jack device is to this
It is at loggerheads on leg mounted on counter accordingly, the motion end of jack device is counter to push up horizontal bent cap, in steel bushing spreading stake top face and Heng Gai
Section perfusion microdilatancy grouting material in gap between beam bottom；
4) the waters complement steel-pipe pile on the outside of bridge structure, the concrete perfusion in steel-pipe pile；
5) the horizontal bent cap after increasing is extended 2m outward, the steel-pipe pile of complement is connect with the horizontal bent cap of framed bent integral.
3. coastal dock according to claim 2 is hindered bridge pier by damage does not repair reinforcement method, feature under Unloading Condition
It is：
Before step 5), horizontal bent cap is thickeied so that the damaged pile crown of stake and the upper end of steel bushing are wrapped in horizontal lid after reparation
In beam.
4. coastal dock according to claim 2 is hindered bridge pier by damage does not repair reinforcement method, feature under Unloading Condition
It is：
In step 2), 4 apertures are bored in superstructure bridge floor, aperture is symmetricly set on around impaired stake, avoids horizontal bent cap；
Steel bushing assembling construction platform is set up using 4 apertures, and passes through 4 apertures and interts steel wire rope, every time using a pair of right
Angle aperture assembly one saves steel bushing and simultaneously transfers, and then using the assembled next section steel bushing of the diagonal aperture of another pair and transfers, unclamps
The assembled next section steel bushing of preceding pair of horns aperture steel wire rope, repetitive operation enable erection crane to carry out bridge lower sleeve consolidation service.
5. coastal dock according to claim 4 is hindered bridge pier by damage does not repair reinforcement method, feature under Unloading Condition
It is：
After steel bushing assembly in place, the bottom of steel bushing is blocked using early strength mortar, utilizes small-size water pumping pumped steel bushing
Then pea gravel concreten is perfused between steel bushing and damaged stake in internal water accumulation.
6. being hindered bridge pier by damage according to Claims 1 to 5 any one of them coastal dock does not repair reinforcement side under Unloading Condition
Method, it is characterised in that：The breakage stake is PHC.
7. coastal dock according to claim 1 or 2 is hindered bridge pier by damage does not repair reinforcement method under Unloading Condition, special
Sign is：The microdilatancy grouting material of gap section perfusion is high-strength for microdilatancy between steel bushing spreading stake top face and horizontal bent cap bottom
Spend Self-leveling grouting material.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108708302A (en) * | 2018-07-16 | 2018-10-26 | 重庆三峡学院 | A kind of bridge structure reinforcing mold |
| CN109680648A (en) * | 2019-02-22 | 2019-04-26 | 水利部交通运输部国家能源局南京水利科学研究院 | A kind of high-pile beam wharf member section recovery template |
| CN110219235A (en) * | 2019-07-01 | 2019-09-10 | 四川省交通勘察设计研究院有限公司 | A kind of full precast assembly structural bridge and its construction method suitable for grassland wetland |
| CN111663493A (en) * | 2020-07-01 | 2020-09-15 | 交通运输部天津水运工程科学研究所 | Repairing and reinforcing method suitable for block wharf after foundation damage |
| CN112726434A (en) * | 2020-12-28 | 2021-04-30 | 中铁广州工程局集团桥梁工程有限公司 | Method for dismantling three-span through-type reinforced concrete arch bridge |
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| CN113005924A (en) * | 2021-03-09 | 2021-06-22 | 山东省高速路桥养护有限公司 | Pier stud reworking reinforcement construction method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006349098A (en) * | 2005-06-17 | 2006-12-28 | Lobtex Co Ltd | One side bolt |
| CN102108680A (en) * | 2011-01-07 | 2011-06-29 | 南京工业大学 | Bridge pier consolidating method and device |
| CN204780640U (en) * | 2015-06-02 | 2015-11-18 | 江苏广吴建设园林有限公司 | Old bridge is widened and is keepd on stand and new bent cap connection structure |
| CN106436747A (en) * | 2016-11-11 | 2017-02-22 | 中铁三局集团广东建设工程有限公司 | Full-automatic pile foundation underpinning device and construction method |
| CN106930338A (en) * | 2015-12-30 | 2017-07-07 | 卡本复合材料（天津）有限公司 | A kind of reinforcement means of the sleeve of glass under water |
-
2017
- 2017-12-20 CN CN201711384763.0A patent/CN108265635B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006349098A (en) * | 2005-06-17 | 2006-12-28 | Lobtex Co Ltd | One side bolt |
| CN102108680A (en) * | 2011-01-07 | 2011-06-29 | 南京工业大学 | Bridge pier consolidating method and device |
| CN204780640U (en) * | 2015-06-02 | 2015-11-18 | 江苏广吴建设园林有限公司 | Old bridge is widened and is keepd on stand and new bent cap connection structure |
| CN106930338A (en) * | 2015-12-30 | 2017-07-07 | 卡本复合材料（天津）有限公司 | A kind of reinforcement means of the sleeve of glass under water |
| CN106436747A (en) * | 2016-11-11 | 2017-02-22 | 中铁三局集团广东建设工程有限公司 | Full-automatic pile foundation underpinning device and construction method |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108708302A (en) * | 2018-07-16 | 2018-10-26 | 重庆三峡学院 | A kind of bridge structure reinforcing mold |
| CN109680648A (en) * | 2019-02-22 | 2019-04-26 | 水利部交通运输部国家能源局南京水利科学研究院 | A kind of high-pile beam wharf member section recovery template |
| CN109680648B (en) * | 2019-02-22 | 2023-08-11 | 水利部交通运输部国家能源局南京水利科学研究院 | Repairing method for section of high pile beam slab wharf component |
| CN110219235A (en) * | 2019-07-01 | 2019-09-10 | 四川省交通勘察设计研究院有限公司 | A kind of full precast assembly structural bridge and its construction method suitable for grassland wetland |
| CN111663493A (en) * | 2020-07-01 | 2020-09-15 | 交通运输部天津水运工程科学研究所 | Repairing and reinforcing method suitable for block wharf after foundation damage |
| CN112726434A (en) * | 2020-12-28 | 2021-04-30 | 中铁广州工程局集团桥梁工程有限公司 | Method for dismantling three-span through-type reinforced concrete arch bridge |
| CN112726434B (en) * | 2020-12-28 | 2022-05-10 | 中铁广州工程局集团桥梁工程有限公司 | Three-span deck reinforced concrete arch bridge dismantling method |
| CN112854282A (en) * | 2021-01-19 | 2021-05-28 | 上海市政工程设计研究总院（集团）有限公司 | Connecting structure and connecting method for pile cutting top and bearing platform of PHC precast pile |
| CN113005924A (en) * | 2021-03-09 | 2021-06-22 | 山东省高速路桥养护有限公司 | Pier stud reworking reinforcement construction method |
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