CN202416195U - Pier deviation correcting and reinforcing system - Google Patents
Pier deviation correcting and reinforcing system Download PDFInfo
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- CN202416195U CN202416195U CN 201120571974 CN201120571974U CN202416195U CN 202416195 U CN202416195 U CN 202416195U CN 201120571974 CN201120571974 CN 201120571974 CN 201120571974 U CN201120571974 U CN 201120571974U CN 202416195 U CN202416195 U CN 202416195U
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Abstract
The utility model relates to a pier deviation correcting and reinforcing system which comprises bored pile and a first steel plate, wherein each bored pile is spaced from a pier by a certain distance, the first steel plate is arranged on a pile top tie beam of the pier, a bearing platform is arranged on tops of pile foundations of the bored piles, a reinforcing steel bar is disposed on one side, which is far away from the pier, of the bearing platform and corresponds to the first steel plate, a precast concrete block is arranged on one side, which is close to the pier, of the bearing platform, a second steel plate is disposed on the other side of the precast concrete block, a hydraulic jack is mounted between the second steel plate and the first steel plate, and the resultant force center of the hydraulic jack is coincided with the axis of each bored pile. By the aid of the pier deviation correcting and reinforcing system, the problem of deviation of the pier is effectively solved, the pier is permanently reinforced, construction safety and engineering quality are guaranteed, further, construction steps are clear and feasible, and the pier deviation correcting and reinforcing system is high in operability.
Description
Technical field
The utility model relates to a kind of system of bridge maintenance construction, especially relates to a kind of bridge pier off normal and corrects and hardened system.
Background technology
At present, in construction of road and bridge, pile foundation is adopted on the basis of highway, railroad bridge mostly.When the bridge pile foundation plinth is arranged on by the cross-channel side, and be soft foundation by cross-channel, in the road and bridge construction process, reason such as unreasonable because of sequence of construction, that Soft Ground is improper causes the phenomenon of bridge pier deflection to happen occasionally.The bridge that has come into operation owing to reasons such as fringe conditions changes, overload, also has many bridge piers the phenomenon of off normal to occur.Bridge is different from other buildings, and its bridge pier structure size is big, cost is high, execution conditions are poor, difficulty is big, and after the off normal phenomenon appearred in bridge pier, in the prior art, adopting usually increased the method that auxiliary bridge pier is shared original bridge pier load.This method can prolong the application life of bridge pier, but can not fundamentally solve bridge pier off normal problem, still has potential safety hazard.
The utility model content
Be to solve the deficiency of prior art, the purpose of the utility model is to provide a kind of bridge pier off normal problem that fundamentally solves, and can realize reinforcing purpose synchronously, and construction safety, workable bridge pier off normal are corrected and hardened system.
For achieving the above object; The utility model is to realize through following technical scheme: a kind of bridge pier off normal is corrected and hardened system; Comprise apart from the bored pile of bridge pier certain distance be arranged at first steel plate on the binder of bridge pier stake top, wherein, the pile foundation top of said bored pile is provided with cushion cap; Said cushion cap is away from the preset reinforcing bar of bridge pier one side, and said preset reinforcing bar is corresponding with said first steel plate; Said cushion cap is provided with concrete precast block near bridge pier one side; The opposite side of said concrete precast block is provided with second steel plate; Between said second steel plate and said first steel plate, hydraulic jack is installed, the dead in line of the make a concerted effort center and the bored pile of said hydraulic jack.
Be the soil pressure that further reduces stake week resistant function to pile foundation, at bridge pier near at least one energy dissipating hole being set by a side of cross-channel.
For the correction of more effective realization to bridge pier, said bored pile is at least one row, and the pile foundation top of every round castinplace pile all is provided with cushion cap.
After accomplishing the pushing tow correction, in order successfully to withdraw jack, and guarantee that after jack is withdrawn the hydraulic jack jacking force is passed to the bored pile top smoothly, the bridge pier off normal can not rebound, and said hydraulic jack both sides are provided with brace summer.Brace summer should satisfy corresponding force request withdrawing under the situation of hydraulic jack.
Precision for more effective control pushing tow correction; Improve the degree of automation; Said hydraulic jack is connected with pushing tow control system, and said pushing tow control system comprises displacement transducer, pressure sensor, electromagnetic valve, input/output control module and weighing system.
In order to remove the horizontal restraint of correction process raising middle flask beam to bridge pier; Bridge pier opposite side in relative bored pile one side is provided with draw-gear; Said draw-gear links to each other with the bridge pier top, adds tractive force to overcome pier top frictional resistance through draw-gear at bridge pier pier top application.
In order to prevent that local generation of bridge pier from destroying and the wire rope slippage, the L shaped steel plate is set, between said draw-gear and pier stud in order to fixing wire rope position.Said draw-gear is a wire rope, American U type screw-button or tensiometer.
In order construction to be carried out overall process, comprehensive measurement monitoring, grasp the bridge attitude real-time and accurately, in time find and eliminate danger, guiding construction, said system also comprises the system for monitoring displacement of overall process monitoring bridge attitude.
The beneficial effect of the utility model is: the system of the utility model uses cushion cap on the bored pile as pushing tow back, in order to fixing jack, can effectively guarantee the balance, stable of thrust, the safety and the workmanship of assurance work progress; The utility model makes the bridge pier of off normal progressively return to the tram, guarantees the firm of bridge; The utility model is provided with the energy dissipating hole, can effectively reduce by the horizontal earth pressure of cross-channel to the bridge pier pile foundation; Initiatively apply tractive force in the Dun Ding position, can overcome the frictional resistance that correction process raising middle flask beam produces at Dun Ding.Be connected as a single entity with bridge pier with as the cushion cap of pushing tow back after pushing tow correction is accomplished, can effectively improve the supporting capacity on the basis of bridge pier; Simultaneously, the monitoring system that the utility model uses is carried out overall process, comprehensive measurement monitoring to construction, grasps the bridge attitude real-time and accurately, can in time find and eliminate danger, and with the monitored data guiding construction, reduces construction risk, guarantees construction quality.Clear and definite, the easy row of the utility model implementation step has very high operability.
Description of drawings
Fig. 1 is that the bridge pier off normal is corrected the structure elevational schematic view with hardened system among the embodiment 1;
Fig. 2 is that the bridge pier off normal is corrected the structural plan sketch map with hardened system among the embodiment 1;
Fig. 3 is that the bridge pier off normal is corrected the construction process figure with reinforcement means in the case study on implementation 1;
The main mark implication is following in the accompanying drawing:
1, by cross-channel 2, bridge pier 3, bored pile 4, cushion cap
5, concrete supports prefabricated section 6, hydraulic jack 7, draw-gear 8, energy dissipating hole
9, first steel plate 10, second steel plate 11, brace summer 12, injected hole.
The specific embodiment
Below in conjunction with accompanying drawing and specific embodiment the utility model is done concrete introduction.
Embodiment 1
As depicted in figs. 1 and 2, a kind of bridge pier off normal is corrected and hardened system, be included in apart from the bored pile 3 of bridge pier 2 certain distances be arranged at first steel plate 9 on the binder of bridge pier stake top; In the present embodiment; Said bored pile 3 is two rows, be arranged in by the perpendicular direction of cross-channel 1, existing 3.5m place, bridge pier 2 outside, it is 1.2m directly; Pile spacing 3m, the long 30m of stake.Wherein, the pile foundation top of said bored pile 3 is provided with cushion cap 4, and said cushion cap 4 is away from the preset reinforcing bar of bridge pier 2 one sides, and said preset reinforcing bar is corresponding with said first steel plate 9; Said cushion cap 4 is provided with concrete precast block 5 near bridge pier 2 one sides; The opposite side of concrete precast block 5 is provided with second steel plate 10; Hydraulic jack 6 is installed, the make a concerted effort dead in line of center and bored pile 3 of said hydraulic jack 6 between said second steel plate 10 and first steel plate 9.Said hydraulic jack 6 both sides are provided with brace summer 11, hold out against bridge pier and cushion cap front.Brace summer should satisfy at the safe force request of withdrawing under the situation of hydraulic jack.Said hydraulic jack is connected with pushing tow control system, and said pushing tow control system comprises displacement transducer, pressure sensor, electromagnetic valve, input/output control module and weighing system.
Simultaneously, near by a side of cross-channel the energy dissipating hole being set, the quantity in energy dissipating hole, spacing, the degree of depth can be adjusted according to the situation that actual loading requires at bridge pier, and to reduce roadbed side mud etc. be that principle is controlled to the horizontal force of bridge pier pile foundation to satisfy.The quantity in energy dissipating hole should serve as to instruct progressively to increase with bridge pier return amount, can not once implement too much energy dissipating hole.
For overcoming the bridge superstructure frictional resistance that bearing produces on the pier top in the correction process, near by a side of cross-channel draw-gear 7 being set, said draw-gear 7 links to each other with the bridge pier top at bridge pier, through machinery control tractive force size, is applied to Dun Ding.L shaped steel plate protection bridge pier pier stud should be adopted in the junction, prevents local failure and wire rope slippage.Said draw-gear is a wire rope, American U type screw-button or tensiometer, and adopting said draw-gear in the present embodiment is wire rope.The size of tractive force is that standard is controlled can overcome frictional resistance, can suitably adjust according to field condition.Opportunity that tractive force applies and size should combine with stake top pushing tow and observed result, should slowly load step by step, can not apply excessive tractive force.The excessive situation of moment displacement takes place when preventing that Dun Ding from overcoming quiet frictional resistance, should note being provided with stopping means.In addition,, grasp the bridge attitude real-time and accurately, in time find and eliminate danger in order construction to be carried out overall process, comprehensive measurement monitoring, guiding construction, said system also comprises the system for monitoring displacement of overall process monitoring bridge attitude.
When the disclosed bridge pier off normal of the utility model was corrected with hardened system work, flow chart was as shown in Figure 3:
(1), pile foundation correction monitoring: for grasping the return situation of bridge pier in the correction process; The engineering construction of guaranteeing to rectify a deviation safety is smoothly accomplished; Open system for monitoring displacement;, in time adjust the design and construction scheme according to the feedback information result of monitoring materials, and carry out early warning control to the pile foundation return, carried out comprehensive measurement monitoring in the overall process of pile correction by the displacement of cross-channel 1 etc.
Before by cross-channel 1 roadway excavation, select correction return observation reference point.Can ground on the scene selected a certain fixed point is as reference point, before roadway excavation, measures bearing upper steel plate center, Dun Ding center, stake center, the top position basic data data with respect to this reference point, with this as master data.In the correction process, pushing up relatively with bridge pier Dun Ding with stake, the displacement of this fixed point instructs Deviation Correction Construction.At any time carry out observational record with total powerstation, in case find data exception, should stop pushing tow immediately, analysis ascertains the reason, and takes the necessary measures.
(2), pier top bearing is smeared silicone grease: in the correction process, bridge superstructure can hinder the bridge pier return through the friction of bearing effect.For reducing the bridge superstructure frictional resistance that bearing produces on the pier top, the suitable pier of cleaning earlier top bearing before correction, and the additional silicone grease of smearing are to reduce the friction factor between bearing block rubber and the slide plate.
(3), to by cross-channel roadbed unloading, construction energy dissipating hole: as shown in Figure 1: classification excavate in the certain width scope by the roadbed of cross-channel 1, excavate the inboard building stones of bridge pier 2, for bridge pier 2 returns provide the space, reduce reaction.Every pile side is laid energy dissipating hole 8 by spacing greater than 80cm.Energy dissipating hole 8 diameter 300mm, degree of depth 17m.The soil pressure of the bridge pier 2 both sides balance of trying one's best when making the construction drill castinplace pile plays the effect of protection bridge pier 2 pile foundations.Mud off can be adopted in energy dissipating hole 8, to prevent the hole of collapsing.
(4), construction drill castinplace pile, cushion cap: with arranged two gang drill hole pouring piles 3 by cross-channel 1 vertical direction, the outer lateral extent 3.5m place of existing bridge pier 2, stake is 1.2m directly, pile spacing 3m, a long 30m.And cushion cap 4 is set at the auxiliary pile foundation top of two rows that newly adds, as the stressed back of pushing tow Deviation Correction Construction.
Pile foundation construction is in proper order: construction earlier is from a bridge pier campshed far away, and construction is from the near campshed of bridge pier again.Be in the locational stake of same row construction at interval, the central pile of constructing earlier, the skirt piles of constructing again.Back one pile must can spud in after last pile concrete spouting is accomplished and reached certain intensity.Adopt and control mud balance, be provided with means such as steel casing, guarantee that pile foundation is complete.After accomplishing, adopt pile foundation construction small Strain method to detect its integrality.
After pile foundation reaches certain intensity, construction cushion cap 4, i.e. pushing tow back.Need excavation pit before the construction cushion cap 4, should the rubble of preloading in foundation ditch and the peripheral 5m scope be removed before the excavation pit.When preventing excavation pit, excessive to the unloading of the bridge pier outside, should reduce excavation area, especially the few as far as possible excavation of bridge pier side as far as possible.Excavation pit with build pushing tow back and can intersect and carry out, i.e. place, the top of an excavation stake earlier foundation ditch, and build the stake platform of bearing responsibility excavates binder foundation ditch between cushion cap again, and builds binder pushing tow back is linked to be integral body.The sequence of construction of cushion cap 4 is: the foundation ditch and the concreting of cushion cap in the middle of excavating earlier, excavate skirt piles cushion cap foundation ditch and concreting again.Side slope is fit to do into step during excavation pit, by digging down in proper order, prevents slump.And carry out and draw water and protected working.After excavation of foundation pit is accomplished, spill rubble and suitably compacting in the shop, bottom surface, on rubble, build pushing tow back.After back was built completion, space between bridge pier of backfill in time and the cushion cap back and pushing tow back were away from by the free face of cross-channel side, and compacting.
(5), mend to bore energy dissipating hole, bar planting on the binder of bridge pier stake top: before the pushing tow correction is implemented, be the soil pressure that further reduces stake week resistant function, near being set up energy dissipating hole 8 by the cross-channel side to pile foundation.The quantity in energy dissipating hole, spacing, the degree of depth can be adjusted according to field condition, are that principle is controlled to reduce roadbed side mud to the horizontal force of bridge pier pile foundation.The quantity in energy dissipating hole should serve as to instruct progressively to increase with bridge pier return amount, can not once implement too much energy dissipating hole.
On the stake top binder of the bridge pier that needs the pushing tow correction away from the roadbed side, first steel plate 9 is set, the bar planting position is corresponding with cushion cap 4, prevents pile crown generation local failure.
(6), pushing tow correction: as shown in Figure 2: between bridge pier and pushing tow back, be adjacent to cushion cap 4 sides with concrete precast block 5, the opposite side of concrete precast block 5 is provided with second steel plate 10, supports as the back with the concrete precast block 5 and second steel plate 10.Hydraulic jack 6 is installed between first steel plate 9 that in second steel plate 10 and step V, is provided with.Hydraulic jack 6 make a concerted effort the center should with auxiliary bore hole stake dead in line.In the pushing tow correction process, use pushing tow control system, said pushing tow control system comprises displacement transducer, pressure sensor, electromagnetic valve, input/output control module and weighing system, and the precision and the accuracy of pushing tow correction are controlled.
The pushing tow load is by the total loading 300kN control of every pile.Adopt classification quantitatively to load, every grade loads 25kN.Should make during loading Load Transfer evenly, continuously, do not have impact, overloading free.After the jacking force of every grade of hydraulic jack applies and puts in place, need stable maintenance to be not less than 60 minutes, and then be interrupted loading step by step.The amplitude of variation of every grade of load in maintenance process must not surpass classification load ± 10%.Pushing tow carries out two controls with hydraulic jack jacking force and bridge pier return amount early stage, and the pushing tow later stage is controlled with bridge pier return amount.The return amount of observation bridge pier when loading each time and the elongation of hydraulic jack piston during the pushing tow, and carry out record, strictness are controlled the return speed of each pier stud well.Return amount with bridge pier serves as to instruct to control the size of pushing tow load and the process that applies of load, but the maximum total every pile of heap(ed) capacity of pushing tow load can not surpass 400kN.
When one of scenario occurring, should stop to load: 1. bridge pier pile foundation return reaches designing requirement; 2. the hydraulic jack jacking force reaches 400kN; 3. crack or other damage appear in bridge pier.
Because of a bridge pier has a plurality of pillars, there is binder to be linked to be integral body between post and the post, so when pushing tow, must adopt many complete equipments, all pillars on the bridge pier are carried out pushing tow synchronously, avoid dislocation, adjacent pier stud off normal amount difference is controlled in the 5mm.
(7), bridge pier top auxiliary traction: the displacement of pier top should be propped up the stake top displacement basically identical (maximum deviation should not surpass 20mm) on top with hydraulic jack in the pushing tow correction process.For overcoming the bridge superstructure frictional resistance that bearing produces on the pier top in the correction process, initiatively apply tractive force in the Dun Ding position.Tractive force can be employed in is laid draw-gear 7 on the cross-channel, through machinery control tractive force size, be applied to Dun Ding.L shaped steel plate protection pier stud should be adopted in the junction, prevents local failure and wire rope slippage.
(8), correction accomplishes: constantly observation in the correction process, when Dun Ding is not more than 20mm with respect to the horizontal off normal at bearing upper steel plate center, and the pier stud gradient is not more than 20mm, can think to reach the correction target that can stop hydraulic jack and further load this moment.But, execute to surpass after the top puts in place and push up 10mm, and it is motionless to keep the hydraulic jack jacking force for preventing bounce-back.
After the pile foundation correction meets the demands, brace summer is installed, is held out against bridge pier and pushing tow back in the hydraulic jack both sides.Brace summer should satisfy at the force request of withdrawing under the situation of hydraulic jack.
(9), all slip casting of stake: madjack pipe is stretched into the bottom, space and bottom, energy dissipating hole that forms in stake week behind the bridge pier return through injected hole 12,, carry out mud jacking, ooze out ground until cement paste with all spaces of sandstone backfill stake and energy dissipating hole.Require mortar intensity to be not less than 30MPa.
(10), tamp the pushing tow working space
Repetition measurement bridge pier off normal amount, pier stud verticality reaffirm whether reach the correction requirement.
The reserved steel bar of the implantation reinforcing bar on the binder of bridge pier stake top and brace summer, pushing tow back is welded and fused.Slowly withdraw hydraulic jack.Concreting is linked to be integral body with bridge pier and pushing tow back.For preventing concrete shrinkage, can in concrete, mix an amount of micro-expanding agent.
(11), backfill is by cross-channel: after bridge pier and pile foundation correction thereof are accomplished, the backfill excavation by the cross-channel roadbed, the construction road surface.The rectangle ditch of the inboard excavation of bridge pier adopts yellow ground or handstone backfill.Roadbed adopts gravelly soil to fill, and requires maximum particle diameter to be not more than 15cm.Roadbed adopts graded broken stone to fill.Backfilling process answers layering slowly to carry out, indexs such as strict control packing material size, degree of compaction.Can not use large roller to roll.In by cross-channel backfill construction process, note strict monitoring bridge pier displacement situation, guard against once more and squint
In the correction process, should carry out overall process, omnibearing monitoring, grasp the bridge attitude real-time and accurately, in time find and eliminate danger, with the monitored data guiding construction, reduce construction risk, guarantee construction quality.
In the prior art, adopt the auxiliary bridge pier of increase to share the method for original bridge pier load usually.This method does not solve the problem of bridge pier off normal, and original bridge pier is a heeling condition still in use, and security reliability is lower.And the auxiliary bridge pier that increases very likely changes the original structure stress pattern of bridge, and bridge is produced certain negative effect.
The utility model is corrected by the bridge pier off normal and reinforcing is integrated.Bridge pier is set upright, tackled the problem at its root.Construction period is as the bored pile and the cushion cap of pushing tow back, and is stressed with bridge abutment integral during runing after being connected as a single entity with original bridge pier, can effectively improve the supporting capacity of bridge pier, played the effect of reinforcing, and guarantees the stressed safety of structure.The utility model collection is rectified a deviation and is added and is fixed in one, in the process that bridge pier is rectified a deviation, has realized the purpose of reinforcing synchronously, is to kill two birds with one stone.
Above-mentioned case study on implementation does not limit the utility model in any form.All employings are equal to the technical scheme that mode obtained of replacement or equivalent transformation, all drop in the protection domain of the utility model.
Claims (9)
1. a bridge pier off normal is corrected and hardened system; It is characterized in that; Comprise apart from the bored pile of bridge pier certain distance be arranged at first steel plate on the binder of bridge pier stake top, wherein, the pile foundation top of said bored pile is provided with cushion cap; Said cushion cap is away from the preset reinforcing bar of bridge pier one side, and said preset reinforcing bar is corresponding with said first steel plate; Said cushion cap is provided with concrete precast block near bridge pier one side; The opposite side of said concrete precast block is provided with second steel plate; Between said second steel plate and said first steel plate, hydraulic jack is installed, the dead in line of the make a concerted effort center and the bored pile of said hydraulic jack.
2. a kind of bridge pier off normal according to claim 1 is corrected and hardened system, it is characterized in that: at bridge pier near at least one energy dissipating hole being set by a side of cross-channel.
3. a kind of bridge pier off normal according to claim 1 is corrected and hardened system, and it is characterized in that: said bored pile is at least one row, and the pile foundation top of every round castinplace pile all is provided with cushion cap.
4. a kind of bridge pier off normal according to claim 1 is corrected and hardened system, and it is characterized in that: said hydraulic jack both sides also are provided with brace summer.
5. a kind of bridge pier off normal according to claim 1 is corrected and hardened system; It is characterized in that: said hydraulic jack is connected with pushing tow control system, and said pushing tow control system comprises displacement transducer, pressure sensor, electromagnetic valve, input/output control module and weighing system.
6. a kind of bridge pier off normal according to claim 1 is corrected and hardened system, and it is characterized in that: near also being provided with draw-gear by a side of cross-channel, said draw-gear links to each other with the bridge pier top at bridge pier.
7. a kind of bridge pier off normal according to claim 6 is corrected and hardened system, it is characterized in that: the L shaped steel plate is set between said draw-gear and pier stud.
8. a kind of bridge pier off normal according to claim 6 is corrected and hardened system, and it is characterized in that: said draw-gear is wire rope, American U type screw-button or tensiometer.
9. a kind of bridge pier off normal according to claim 1 is corrected and hardened system, it is characterized in that: said system also comprises the system for monitoring displacement of overall process monitoring bridge attitude.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201120571974 CN202416195U (en) | 2011-12-31 | 2011-12-31 | Pier deviation correcting and reinforcing system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201120571974 CN202416195U (en) | 2011-12-31 | 2011-12-31 | Pier deviation correcting and reinforcing system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202416195U true CN202416195U (en) | 2012-09-05 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201120571974 Withdrawn - After Issue CN202416195U (en) | 2011-12-31 | 2011-12-31 | Pier deviation correcting and reinforcing system |
Country Status (1)
| Country | Link |
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| CN (1) | CN202416195U (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102518051A (en) * | 2011-12-31 | 2012-06-27 | 江苏省交通规划设计院股份有限公司 | System for deviation rectifying and reinforcing pier |
| CN104805876A (en) * | 2015-05-18 | 2015-07-29 | 中国化学工程第三建设有限公司 | Method for correcting inclined independent bent frame column by vertically jacking and pushing |
| CN105002834A (en) * | 2015-07-06 | 2015-10-28 | 上海同罡建筑工程有限公司 | Deviation rectifying and strengthening method for piers |
| CN108708296A (en) * | 2018-08-06 | 2018-10-26 | 郑州德威机械设备有限公司 | A kind of crab tongs-type deviation correcting device and construction technology being arranged in bridge pier bottom |
| 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 |
| CN112627067A (en) * | 2021-01-06 | 2021-04-09 | 华南理工大学 | Traction type bridge deviation correcting device and construction method thereof |
| CN115075171A (en) * | 2022-02-22 | 2022-09-20 | 华南理工大学 | Active traction type bridge protection device and construction method thereof |
| CN117030487A (en) * | 2023-10-09 | 2023-11-10 | 武汉中岩科技股份有限公司 | Safety pre-warning method and device for ballast counter-force platform suitable for static load test |
-
2011
- 2011-12-31 CN CN 201120571974 patent/CN202416195U/en not_active Withdrawn - After Issue
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102518051A (en) * | 2011-12-31 | 2012-06-27 | 江苏省交通规划设计院股份有限公司 | System for deviation rectifying and reinforcing pier |
| CN104805876A (en) * | 2015-05-18 | 2015-07-29 | 中国化学工程第三建设有限公司 | Method for correcting inclined independent bent frame column by vertically jacking and pushing |
| CN105002834A (en) * | 2015-07-06 | 2015-10-28 | 上海同罡建筑工程有限公司 | Deviation rectifying and strengthening method for piers |
| CN108708296A (en) * | 2018-08-06 | 2018-10-26 | 郑州德威机械设备有限公司 | A kind of crab tongs-type deviation correcting device and construction technology being arranged in bridge pier bottom |
| 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 |
| CN112627067A (en) * | 2021-01-06 | 2021-04-09 | 华南理工大学 | Traction type bridge deviation correcting device and construction method thereof |
| CN112627067B (en) * | 2021-01-06 | 2021-10-26 | 华南理工大学 | Traction type bridge deviation correcting device and construction method thereof |
| CN115075171A (en) * | 2022-02-22 | 2022-09-20 | 华南理工大学 | Active traction type bridge protection device and construction method thereof |
| CN117030487A (en) * | 2023-10-09 | 2023-11-10 | 武汉中岩科技股份有限公司 | Safety pre-warning method and device for ballast counter-force platform suitable for static load test |
| CN117030487B (en) * | 2023-10-09 | 2023-12-29 | 武汉中岩科技股份有限公司 | Safety pre-warning method and device for ballast counter-force platform suitable for static load test |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20120905 Effective date of abandoning: 20140528 |
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| RGAV | Abandon patent right to avoid regrant |