CN100513696C - Pier body cap cracking body outside stress reinforcing method - Google Patents

Pier body cap cracking body outside stress reinforcing method Download PDF

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Publication number
CN100513696C
CN100513696C CNB2007101339287A CN200710133928A CN100513696C CN 100513696 C CN100513696 C CN 100513696C CN B2007101339287 A CNB2007101339287 A CN B2007101339287A CN 200710133928 A CN200710133928 A CN 200710133928A CN 100513696 C CN100513696 C CN 100513696C
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pier
stiff skeleton
concrete
mud jacking
stiff
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CN101148862A (en
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查道宏
周东
鄢乃军
刘俊
韦理仁
徐炳法
龙皓
王延长
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FORTH ENGINEERING OF ZHONGTIE BRIDGE BUREAU CO LTD
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FORTH ENGINEERING OF ZHONGTIE BRIDGE BUREAU CO LTD
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Abstract

The external prestress reinforcing process for cracked pier coping includes the following steps: building construction frame beside the pier and construction platform; hoisting the rigid skeleton to the pier with a track crane; roughening the pier coping part for installing the rigid skeleton; painting epoxy resin glue to the supporting board of the rigid skeleton; dragging the rigid skeleton with a leading chain to the place; applying stretching force to the rigid skeleton; pouring epoxy resin concrete into the slot; mortar intruding treatment to the interval between the rigid skeleton and the pier coping; assembling the integral steel formwork and formwork support; pouring external coating C30 fine stone concrete; demolding; and outer trimming. The present invention has the advantages of effective reinforcing, high safety and easy construction.

Description

Pier shaft cap cracking external prestress strengthening method
Technical field
What the present invention relates to is pier shaft cap cracking external prestress strengthening method and construction equipment thereof, belongs to bridge pier cap reinforcement and strengthening technical field.
Background technology
Because the transverse reinforcement configuration when design of bridge pier shaft cap is not enough, causes the pier shaft cap to produce vertical crackle, can reach its design bearing capacity for making the pier shaft cap that has built up, comes consolidation process at pier shaft crown layer with the method that stiff skeleton adds transverse prestress steel bundle.This strengthening construction belongs to work high above the ground, and installations such as stiff skeleton, lifting shoulder pole girder, template all are difficult to put in place with the loop wheel machine once mounting, and the manual operation operation is many, difficulty, danger are bigger, add stiff skeleton beam requirement on machining accuracy height, the welding workload is big, processing time consuming etc.These are directly safe, the quality of construction of influence construction, the deadline of construction all.So a kind of have safety, high-quality, job practices are not efficiently also arranged at present as yet.
Summary of the invention
Purpose of the present invention is intended to overcome the existing in prior technology defective, proposes a kind of safety, high-quality, finishes the pier shaft cap cracking external prestress strengthening method and the construction equipment thereof of construction fast.
Technical solution of the present invention: pier shaft cap cracking external prestress strengthening method, its construction sequence is divided into:
(1) at the other steel pipe construction bracket of setting up of pier, assurance stiff skeleton beam is deposited and construction operation platform, and support needs to bear the load of outboard template and external wrapping concrete;
(2) stride dike Liang Dun and utilize 35t automobile loop wheel machine, pier jack-up is installed hangs shoulder pole girder, [20 channel-section steel groups are formed, and are horizontally placed on the Dun Ding, and the coaster suspension centre is set on shoulder pole girder or steel pipe support, settle and lead chain, promote stiff skeleton in the shoulder pole girder employing; All the other piers rise with 2 5t hoist engines lifting stiff skeletons and winch to interim contraposition on the support roof panel;
(3) notch around the pier cap of stiff skeleton fitting limit is cut a hole hair and handle, the place is coated with epoxy resin daub along the stiff skeleton base plate;
(4) it is dilatory in place with stiff skeleton to lead chain with 5t, and welded reinforcement on stiff skeleton is installed finish rolling screw thread bar reinforcement and tightening nuts then, and stiff skeleton is accurately located;
(5) stiff skeleton is applied give stress.Because respectively there are 4 steel bundles each pier shaft cap both sides by vertical array up and down, stressed evenly for guaranteeing it, the symmetrical cycle stretch-draw simultaneously of 60t jack both sides is adopted in stretch-draw, tension sequence earlier in the middle of two bundles, the back is two bundles up and down;
(6) after the stretch-draw of prestressing force symmetrical cycle is finished, perfusion notch inner concrete, the notch inner concrete adopts epoxy resin concrete;
(7) mud jacking being carried out in gap in the stiff skeleton case and between stiff skeleton and pier cap handles.
(8) tie up the steel rolling muscle, utilize rack platform and lifting shoulder pole girder, whole steel exterior sheathing of assembly unit and formwork-support;
(9) cast C30 pea gravel concreten, truck-transit mixer is delivered to concrete by the pier, utilizes hoisting frame to be promoted on the support roof panel, manually pours into a mould, vibrates;
(10) form removal, repairing outward appearance, striking and lifting shoulder pole girder etc. are transferred to other pier and use.
Advantage of the present invention:
The present invention effectively solves the reinforcement means that the pier shaft cap cracks because of transverse reinforcement under-reinforced reason.Has advantage safe, economic, quick, that be convenient to construct.
(1) stiff skeleton guarantees machining accuracy in the factory process moulding, reduces work high above the ground work amount, shortens construction period.
(2) the present invention only slightly changes to pier shaft cap profile, does not influence overall appearance effect and architecture quality, effectively overcomes the influence of stabilization works to the bridge pier outward appearance, has guaranteed that promptly the inherent quality of bridge guarantees its appearance effect again.
(3) bridge pier shaft cap of the invention process after reinforcing open to traffic so far, mode of occupation is good always, does not find disease through tracing observation, is a kind of economy, effective, disposable successful reinforcement means.
The specific embodiment
Embodiment
Huaihe River, Chaoyang Road, Bengbu City, Anhui Province road bridge approach span dike continuous beam master's pier and 40 meters continuous beam solid piers of part pier eject now vertical crackle, and adopting external prestressing is the method reinforcing that stiff skeleton adds the prestressed strand external wrapping concrete.Do not influence the overall appearance of bridge, guarantee the intensity of pier shaft effectively, construct simple, convenient, speed is fast, safety good.
The stiff skeleton beam is processed in factory, for guaranteeing machining accuracy and controlled deformation, adopts the automatic gas cutting machine blanking, CO 2 gas-shielded automatic weldering welding.
Because consolidation process need be carried out in totally 34 pier caps in two sides, north and south, the pier shaft height is at 4.5m~21m, the average high 15m of pier, and Dun Ding does not have construction operation space, and must set up steel pipe support in addition and can construct,
The concrete construction method step branch that bridge pier shaft cap is reinforced:
(1) at the other steel pipe construction bracket of setting up of pier, construction bracket must be deposited and construction operation platform by the consideration stiff skeleton, and can bear external mold and concrete load;
(2) stride dike Liang Dun and utilize 35t automobile loop wheel machine, pier jack-up is installed hangs shoulder pole girder, [20 channel-section steel groups are formed, and be horizontally placed on the Dun Ding, and the coaster suspension centre is set on shoulder pole girder in the shoulder pole girder employing; 22#~23#, 40#~41# pier settle on steel pipe support and lead chain lifting stiff skeleton;
(3) other piers utilize 2 5t hoist engines that stiff skeleton is risen and winch to interim contraposition on the support roof panel;
(4) notch around the pier cap of stiff skeleton fitting limit is cut a hole hair and handle, the place is coated with epoxy resin daub along the stiff skeleton base plate;
(5) it is dilatory in place with stiff skeleton to lead chain with 5t, and welded reinforcement on stiff skeleton is installed finish rolling screw thread bar reinforcement and tightening nuts then, and stiff skeleton is accurately located;
(6) stiff skeleton is applied give stress, 8 steel bundles of each pier cap are arranged in both sides, and 4 of every sides are by vertical array from top to bottom, and the stretching force of striding every steel bundle of dike Liang Dun is 450KN, and other pier stretching force is 350KN.Stretch-draw adopts the symmetrical cycle stretch-draw simultaneously of 60t jack to finish, and tension sequence is middle earlier two bundles, and the back is two bundles up and down, and each circulation stretching force is 150KN, until reaching the design stretching force.
(6) after the stretch-draw of prestressing force symmetrical cycle is finished, perfusion notch inner concrete, the notch inner concrete adopts epoxy resin concrete;
(7) adopting the underflow of 0.35 water/binder ratio to carry out mud jacking respectively in the stiff skeleton case and the gap between stiff skeleton and pier cap handles.
(8) tie up the steel rolling muscle, utilize rack platform and lifting shoulder pole girder, whole steel exterior sheathing of assembly unit and formwork-support;
(9) cast C30 pea gravel concreten, truck-transit mixer is delivered to concrete by the pier, utilizes hoisting frame to be promoted to the support roof panel, manually pours into a mould, vibrates;
(10) form removal, repair outward appearance, striking and lifting shoulder pole girder etc. are transferred to other piers to use, this engineering construction shared support ten covers, lifting shoulder pole girder three covers, template three covers (three types of each covers of pier cap), so as to fall with and guarantee construction speed;
Stiff skeleton processing, installation and prestressed strand stretch-draw etc. are all constructed by above-mentioned requirements, the job practices of mainly outstanding stiff skeleton location, prestressed stretch-draw, mud jacking, external wrapping concrete cast:
Described stiff skeleton location, external prestressing steel Shu Zhangla.Welded reinforcement on stiff skeleton is installed finish rolling screw thread bar reinforcement and tightening nuts, and stiff skeleton is accurately located the after-applied stress that gives, the every side of every pier has 4 steel bundles, the symmetrical cycle stretch-draw simultaneously of 60t jack both sides is adopted in stretch-draw, middle earlier two bundles of tension sequence, and the back is two bundles up and down.Each circulation stretching force is 150KN, and to stride every steel bundle of dike Liang Dun stretching force be 450KN until reaching, and other pier stretching force is the designing requirement of 350KN.
Mud jacking in the stiff skeleton case: because the space is big in the case, the mud jacking amount is big, in time discharge for making the air in the case, make mud jacking closely knit, be provided with an injected hole on the case top, two steam vents adopt the underflow of 0.35 water/binder ratio full with pressing in the stiff skeleton case.
Space mud jacking between stiff skeleton and pier cap: be designed to three little cells, open a mud jacking hole on the cover plate on each cell top, a steam vent adopts the underflow mud jacking of 0.35 water/binder ratio respectively, earlier chest Di Kou slit is sealed with mortar before the mud jacking, treated to carry out the mud jacking construction again after certain intensity.
External wrapping concrete perfusion: because the reperfusion space of external wrapping concrete is less; particularly the concrete at base plate, side plate place is difficult to cast; for guaranteeing the concrete pouring quality; template adopts steel form; concrete adopts casting complete twice; external wrapping concrete adopts and falls into degree 18~20cmC30 pea gravel concreten, vibrates with φ 30mm vibrating head.
Template is installed: for the first time bed die and the high side form of 12cm are installed, are carried out base plate and the concrete pouring of part side plate, for the second time all the other side forms are installed, carry out all the other concrete pourings again.
Concrete surface is modified, because external wrapping concrete is difficult to cast, honeycomb, pitted skin defective can appear in local concrete surface after the form removal, must modify, and modifies and adopts the floating processing of cement mortar.
The pier shaft cap is laterally joined the reinforcing bar deficiency in the prior art when design, cause the solid pier that has built up to eject now vertical crackle, the present invention is in order to remedy this design defect, take to add the method for external prestressing muscle, assist pier shaft cap transverse reinforcement to bear pulling force with external prestressing muscle (finish rolling screw thread bar reinforcement) on the pier cap top.
The stretching force of finish rolling screw thread bar reinforcement is by pier shaft cap end added welding shaped steel stiff skeleton beam, evenly is passed to whole pier cap width ranges with institute is stressed.
Space mud jacking and external wrapping concrete all are isolated in order to guarantee prestressed strand and stiffness steel frame and air between the interior mud jacking of stiff skeleton case, stiff skeleton and pier cap, prevent steel work and presstressed reinforcing steel corrosion, promptly prolong the application life of prestressed strand.
Above reinforcement means is intended to determine under the principle of safety, economic, quick and easy construction.

Claims (6)

1, pier shaft cap cracking external prestress strengthening method is characterized in that the construction sequence of this method is divided into:
(1) set up the steel pipe construction bracket on the pier side, be used for the stiff skeleton beam and deposit and construction operation platform, support need guarantee to bear external mold and concrete load;
(2) stride dike Liang Dun and utilize 35t automobile loop wheel machine, pier jack-up is installed hangs shoulder pole girder, the shoulder pole girder employing [ 20The channel-section steel group is formed, and is horizontally placed on the Dun Ding, and the coaster suspension centre is set on shoulder pole girder or steel pipe support, settles and leads chain, promotes stiff skeleton; Other pier promotes stiff skeletons interim contraposition to the rack platform with 2 5t hoist engines;
(3) notch around the pier shaft cap of stiff skeleton fitting limit is cut a hole hair and handle, the place is coated with epoxy resin daub along the stiff skeleton base plate;
(4) it is dilatory in place with stiff skeleton to lead chain with 5t, and welded reinforcement on stiff skeleton is installed finish rolling screw thread bar reinforcement and tightening nuts then, and stiff skeleton is accurately located;
(5) stiff skeleton is applied prestressing force, 8 prestressed strands of each pier cap are by 4 of every sides vertical array up and down, and stressed evenly for guaranteeing it, the symmetrical cycle stretch-draw simultaneously of 60t jack both sides is adopted in stretch-draw, tension sequence be earlier in the middle of two bundles, two restraint up and down the back;
(6) after the stretch-draw of prestressing force symmetrical cycle is finished, perfusion notch inner concrete, the notch inner concrete adopts epoxy resin concrete;
(7) mud jacking being carried out in space in the stiff skeleton case and between stiff skeleton and pier cap handles:
(8) tie up the steel rolling muscle, utilize rack platform and lifting shoulder pole girder, whole steel exterior sheathing of assembly unit and formwork-support;
(9) cast C30 pea gravel concreten, truck-transit mixer is delivered to concrete by the pier, utilizes hoisting frame to be promoted on the rack platform, manually pours into a mould, vibrates;
(10) form removal, repairing outward appearance, striking and lifting shoulder pole girder are transferred to other pier and use.
2, pier shaft cap cracking external prestress strengthening method according to claim 1 is characterized in that mud jacking in the stiff skeleton case, is provided with an injected hole on the case top, and two steam vents adopt the underflow of 0.35 water/binder ratio full with pressing in the stiff skeleton case.
3, pier shaft cap cracking external prestress strengthening method according to claim 1, it is characterized in that gap mud jacking between stiff skeleton and pier cap, with three little cells, on the cover plate on each cell top, open a mud jacking hole, a steam vent, adopt the underflow mud jacking of 0.35 water/binder ratio respectively, earlier chest Di Kou slit is sealed with mortar before the mud jacking, intensity is carried out mud jacking after satisfying.
4, pier shaft cap cracking external prestress strengthening method according to claim 1 is characterized in that the perfusion of stiff skeleton external wrapping concrete, and template adopts steel form, and φ 30 vibrating heads vibrate, and concrete adopts the C30 pea gravel concreten, falls into degree 18~20cm.
5, pier shaft cap cracking external prestress strengthening method according to claim 1 is characterized in that the stiff skeleton external wrapping concrete takes twice cast, carries out base plate and the concrete pouring of part side plate for the first time, pours into a mould all the other concrete for the second time.
6, pier shaft cap cracking external prestress strengthening method according to claim 1 is characterized in that the external wrapping concrete surface finish, adopts the floating processing of cement mortar.
CNB2007101339287A 2007-10-16 2007-10-16 Pier body cap cracking body outside stress reinforcing method Active CN100513696C (en)

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Application Number Priority Date Filing Date Title
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Application Number Priority Date Filing Date Title
CNB2007101339287A CN100513696C (en) 2007-10-16 2007-10-16 Pier body cap cracking body outside stress reinforcing method

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CN100513696C true CN100513696C (en) 2009-07-15

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Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100972884B1 (en) * 2008-05-13 2010-07-28 한국도로공사 Construction method of semi-integral abutment bridge using steel box girder
CN101532276B (en) * 2009-02-09 2011-04-27 于心然 Method for rebuilding simply-supported beam bridge into semi-integral bridge abutment beam
CN102011368B (en) * 2010-11-10 2012-02-29 中国一冶集团有限公司 One-time molding construction method for vase-shaped columnar pier of viaduct
CN102995560B (en) * 2011-09-09 2015-06-24 五冶集团上海有限公司 Thin-wall hollow pier lifting frame and use method thereof
CN102561212A (en) * 2012-01-19 2012-07-11 浙江大学 Method for strengthening vertical crack of single-pillar concrete pier
CN105625199B (en) * 2016-03-18 2017-04-12 浙江大学城市学院 Processing method and repairing structure for variable cross-section continuous box beam bottom plate cracking area
CN106758855B (en) * 2017-03-07 2018-10-30 中铁大桥局集团有限公司 Arc-shaped pier cap construction arch support component and arc-shaped pier cap construction method
CN110468743B (en) * 2019-07-31 2020-12-01 中铁大桥局集团有限公司 Movable hanging bracket for transformation of old bridge pier cap and construction method

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