CN102493345B - Manufacture method for prefabricating support-free system bridge sections - Google Patents
Manufacture method for prefabricating support-free system bridge sections Download PDFInfo
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- CN102493345B CN102493345B CN201110387842.3A CN201110387842A CN102493345B CN 102493345 B CN102493345 B CN 102493345B CN 201110387842 A CN201110387842 A CN 201110387842A CN 102493345 B CN102493345 B CN 102493345B
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Abstract
The invention discloses a manufacture method for prefabricating support-free system bridge sections, which comprises a first portion and a second portion. The first portion is that the section prefabricating technology is adopted to manufacture girder portions and bridge piers. The second portion comprises the steps of assembling bridge pier sections to be prefabricated, using the bridge piers as supports of a bridge girder erection machine and assembling the girder portions through the bridge girder erection machine, namely hanging sections to be prefabricated of the girder portions in positions through the bridge girder erection machine; then assembling the sections together through prestressing tendons to form simply supported girders, tying steel bars at the positions of wet connection gaps, pouring concrete, and stretching and drawing continuous tendons to form a continuous structure; and finally pouring concrete of side pier top sections and concrete of side piers, and stretching and drawing vertical prestressing tendons of the side piers to form a rigid framework. The section prefabricating technology is adopted to divide a whole concrete structure of a continuous rigid framework bridge, factorizing section manufacture is performed in a zero-stress state, the construction of the concrete structure is transferred from outside operation at heights to factory operation, and standardizing production can be performed.
Description
Technical field
The present invention relates to without bearing bridge system bridge manufacturing technology field, particularly a kind of method of manufacturing without support system bridge.
Background technology
Because of general bridge bearing damage or aging after, need to change bearing, bring impact can to the operation of bridge, therefore bridge management unit wishes to avoid above trouble, do not adopt bearing as far as possible.Without support system bridge, be commonly referred to as Continuous Rigid-Frame Bridge, this Bridge Types is simple, does not need to arrange bearing.
Without the conventional construction solution of bearing continuous rigid frame system bridge, be cast-in-place scheme both at home and abroad at present, adopt cast-in-place construction technique to construct, key step is: under bridge, set up full framing, after on support installation form, assembling reinforcement again, rear pumping fluid concrete.
The major defect of cast-in-place scheme is:
1,, owing to being subject to the impact of outdoor environment, the more difficult realization of workman that makes to construct of the construction technologies such as template alignment error, reinforcing bar binding, pouring concrete and outdoor maintenance is produced as in factory.So cast-in-place scheme exists the defects such as long, of poor quality, environment pollution of construction period.
2, for the continuous rigid frame system bridge of pier-beam consolidation, adopt cast-in-place scheme, the structure that concrete shrinkage and creep causes time internal force is larger.
Summary of the invention
The shortcoming that the object of the invention is to overcome prior art is with not enough, provide and adopt precast segment technology to manufacture the method without support system bridge, the method adopts precast segment technology that large volume monolithic concrete structure is cut apart, under zero stress state, carry out the manufacture of batch production sections, the construction of concrete structure is transferred to operation in factory by outdoor work high above the ground, carry out standardized production.
Object of the present invention is achieved through the following technical solutions: the present invention, without the prefabricated manufacture method of support system bridge subsection, comprises following two parts: first: adopt precast segment technology to manufacture beam portion and bridge pier sections; Second portion: first bridge pier prefabricated subsection is carried out assembled, then utilize assembled good bridge pier as the support of Bridge Erector, adopt Bridge Erector suspention spliced girder portion: adopt Bridge Erector that the prefabricated subsection suspention of beam portion is in place, then by prestressing tendon, section assembling is formed to simply supported beam together, after simply supported beam is in place, the wet seam crossing reinforcing bar of colligation concreting, stretch-draw is restrainted continuously, form continuous structure, last again by the concreting of abutment pier pier epimerite section and abutment pier, and stretch-draw abutment pier vertical prestressing bundle, form firm structure.
Described first comprises the following steps (following steps are the cyclic process that a prefabricated subsection is manufactured):
S101, carries out maintenance to the new sections concrete of having built;
S102, removes internal mold from old bridge subsection;
S103, screws off external mold, makes it separated with old bridge subsection;
S104, utilizes chassis under bed die that old bridge subsection is moved to straddle truck scope outward, thereby old bridge subsection is hung;
S105, utilizes chassis under bed die that new bridge subsection is moved outward, in original new bridge subsection position, hangs one group of bed die and parking stall;
S106, positions and measures and adjust new bridge subsection template;
S107, oils after the die face of external mold is cleaned, and is connecting airtight casting sections smearing release agent;
S108, lifting reinforcing cage, processing of cutting reinforcing bar, installs fixedly reinforcing cage group built-in fitting;
S109, pushes internal mold in mould bed, makes inner membrance and connect airtight casting sections to fit tightly;
S110, concreting in formed cavity after external mold and interior die combination.
Described second portion comprises the following steps:
S201, Bridge Erector is in place;
S202, the hoisting prefabricated sections of Bridge Erector, and according to the space under Bridge Erector, prefabricated subsection is rotated and is located;
S203, accurately locates by design is linear the prefabricated subsection behind lifting location, regulates successively the position of each prefabricated subsection, then carries out section assembling, forms simply supported beam;
S204, installs and order stretch-draw freely-supported steel bundle;
S205, by bridge subsection let-down to middle pier temporary support;
S206, Bridge Erector moves via hole;
S207, waters joint concrete, and simply supported beam and middle pier pier back timber section are undertaken fixed by wet seam;
S208, installs continuous steel bundle, until in continuous rigid frame across after all in place with end bay simply supported beam, Dun Dun top steel bundle in order stretch-draw;
S209, after bundle and middle Dun Dun top steel Shu Zhangla complete continuously, pier falsework in dismounting;
S210, after after abutment pier Dun Ding, pouring concrete is built, stretch-draw abutment pier vertical prestressing steel bundle, thus abutment pier pier epimerite section and abutment pier are consolidated;
S211, removes abutment pier falsework;
S212, becomes bridge construction system.
The present invention has following advantage and effect with respect to cast-in-place scheme:
1, by batch production precast segment, the environmental impact factor of outdoor concreting structure is eliminated, guaranteed the quality of concrete structure; In addition, by Continuous Rigid-Frame Bridge parts are broken the whole up into parts, greatly reduce the impact of concrete shrinkage and creep, reduced shrinkage and creep time internal force.
2, by construction technologies such as system conversions, change the cast-in-place scheme without support system bridge into section assembling, shortened the construction period, construction technology is more green, more environmental protection.
3,, by project management, by the design of precast segment construction technology, manufacture, transport and set up four construction links and combine, ensured smooth enforcement and the quality of project.
Accompanying drawing explanation
Fig. 1 is the construction flow chart of precast segment;
Fig. 2 is the construction flow chart of on-the-spot segment lifting.
The specific embodiment
Below in conjunction with embodiment and accompanying drawing, the present invention is described in further detail, but embodiments of the present invention are not limited to this.
Embodiment
The present invention mainly comprises precast segment process and the assembled process two large divisions of suspention.Without support system Bridge Beam portion and bridge pier sections, all adopt precast segment technology prefabricated, on-the-spot beam portion adopts Bridge Erector suspention assembled.Also complicated a lot of than general Continuous Rigid-Frame Bridge to the control of malformation without support system bridge.Just because of this just becomes more important without the accuracy of the on-site hoisting construction technology process of support system bridge.In the assembled process of suspention, the present invention proposes first bridge pier prefabricated subsection to be carried out assembled, then utilize bridge pier as the support of Bridge Erector, adopt Bridge Erector suspention spliced girder portion: adopt Bridge Erector that the prefabricated subsection suspention of beam portion is in place, then by prestressing tendon, section assembling is formed to simply supported beam together, after simply supported beam is in place, the wet seam crossing reinforcing bar of colligation concreting, stretch-draw is restrainted continuously, form continuous structure, last again by the concreting of abutment pier pier epimerite section and abutment pier, and stretch-draw abutment pier vertical prestressing bundle, firm structure formed.
As shown in Figure 1, precast segment process of the present invention comprises the following steps:
S101, carries out maintenance to the new sections concrete of having built;
S102, internal mold removes: internal mold is removed from old bridge subsection;
S103, external mold is separated: external mold is screwed off, make it separated with old bridge subsection;
S104, old sections removes: utilize chassis under bed die that old bridge subsection is moved to straddle truck scope outward, thereby old bridge subsection is hung;
S105, newly completes sections and moves outward: utilize chassis under bed die that new bridge subsection is moved outward, in original new bridge subsection position, hang one group of bed die and parking stall;
S106, newly completes sections adjustment: new bridge subsection is positioned and measures and adjust; Can utilize 3-dimensional digital positioning software to new bridge subsection location survey, adjustment;
S107, external mold adjustment and clean: because external mold fits tightly with connecting airtight casting sections, oil after the die face of external mold is cleaned, and connecting airtight casting sections smearing release agent;
S108, lifting reinforcing cage, processing of cutting reinforcing bar, installs fixedly reinforcing cage group built-in fitting;
S109, internal mold moves into mould bed: internal mold is pushed in mould bed, make inner membrance and connect airtight casting sections to fit tightly;
S110, concreting: concreting in formed cavity after external mold (outer abdomen wing plate mould) and interior die combination.
In above-mentioned sections batch production prefabricating and constructing flow process, without support system bridge, except span centre sections is for adopting precast segment technology, abutment pier pier epimerite section also adopts precast segment technology.
Because prefabricated abutment pier pier epimerite section need to be consolidated in when construction and abutment pier, so the prefabricated needs of batch production of abutment pier pier epimerite section are processed especially.It is different from span centre sections, and abutment pier pier epimerite section need be at the regional opening with pier beam consolidation, and reserved steel bar.Template herein need to be processed separately according to the size of perforate.In addition, because pier epimerite section need be fixed with bridge pier, the concrete of tapping waters after being, so, pier shaft stretches into the reinforcing bar of pier epimerite section need to be with together with the reinforcing bar binding of pier epimerite section, and this just needs the reinforcing cage processing of pier top prefabricated subsection need to consider the impact of pier shaft reinforcing bar.Guaranteeing that reinforcing cage Design Orientation is accurately in situation, batch production prefabricated also needs adjusted according to the location of pier shaft reinforcing bar, to adapt to the vicissitudinous situation of different abutment pier piers position reinforcing bar.
As shown in Figure 2, the present invention suspends assembled process in midair and comprises the following steps:
S201, Bridge Erector is in place; After the accurate positioning of bridge formation owner supporting leg, together with by crab-bolt, main supporting leg being anchored at bridge pier, then Bridge Erector is carried out to zero load, heavy duty debugging, the emphasis of debugging is hoisting system.
S202, bridge subsection hanging is in place; Bridge Erector utilizes hoist engine lifting sections, and can prefabricated subsection is rotated and be located according to the space under Bridge Erector.
S203, the bridge subsection that splicing step S202 hangs; First the sections after hoisted in position is accurately located by design is linear, regulate successively the position of each sections, then adopt section assembling glue to carry out section assembling, and take interim stretch-draw fixation.
S204, installs and order stretch-draw freely-supported steel bundle.
S205, by bridge subsection let-down to temporary support; Temporary support is installed and can be carried out by the appropriate time before segment lifting.Temporary support should conscientiously check bridge pier and abutment end face absolute altitude before installing, and guarantees that absolute altitude is accurate.
S206, Bridge Erector moves via hole; Remove the anchoring of bridge formation owner supporting leg, utilize the reach of reach jack pushing tow Bridge Erector.
S207, waters joint concrete; For without support system bridge, after arranging, watering joint concrete is the important invention of guarantee system conversion.Be that the wet seam of interim simply supported beam and the open close mistake of middle pier pier back timber is carried out fixed.
S208, installs continuous steel bundle, Dun Dun top steel bundle in order stretch-draw; Until in continuous rigid frame across after all in place with end bay simply supported beam, can stretch-draw in Dun Dun top steel bundle.Notice that now abutment pier pier top prefabricated subsection is not fixed with abutment pier.
S209, after bundle and middle Dun Dun top steel Shu Zhangla complete continuously, completes the conversion of first step system, and now middle pier falsework is dismountable.
S210, abutment pier stretch-draw vertical steel bundle; After pouring concrete is built after abutment pier Dun Ding, get final product stretch-draw abutment pier vertical prestressing steel bundle, thereby abutment pier pier epimerite section and abutment pier are consolidated more reliably.
S211, removes abutment pier falsework; Now completed the conversion of second step system, abutment pier falsework is also dismountable.
S212, becomes bridge construction system.
Above-mentioned two construction technologies have included design, manufacture, transported and have set up four construction links, but the precast segment construction technology of constructing as high accuracy, and project management is also indispensable.So for this construction technology, the present invention proposes the overall scheme in real time that adopts precast segment assembling technique without support system bridge, i.e. " 4+1 " principle, " 4 " here refer to design, manufacture, transport, set up, and " 1 " refers to project management.5 element interwovenesses, are designed to technology source, manufacture, transport and set up as technical condition, and project management is technical guarantee.
Above-described embodiment is preferably embodiment of the present invention; but embodiments of the present invention are not restricted to the described embodiments; other any do not deviate from change, the modification done under Spirit Essence of the present invention and principle, substitutes, combination, simplify; all should be equivalent substitute mode, within being included in protection scope of the present invention.
Claims (2)
1. without the prefabricated manufacture method of support system bridge subsection, it is characterized in that, comprise following two parts:
First: adopt precast segment technology to manufacture beam portion and bridge pier;
Second portion: adopt Bridge Erector suspention spliced girder portion and bridge pier: adopt Bridge Erector that the prefabricated subsection suspention of beam portion and bridge pier is in place, then by prestressing tendon, section assembling is formed to simply supported beam together, after simply supported beam is in place, the wet seam crossing reinforcing bar of colligation concreting, stretch-draw is restrainted continuously, forms continuous structure, last again by the concreting of abutment pier pier epimerite section and abutment pier, and stretch-draw abutment pier vertical prestressing bundle, form firm structure;
Described first comprises the following steps:
S101, carries out maintenance to the new sections concrete of having built;
S102, removes internal mold from old bridge subsection;
S103, screws off external mold, makes it separated with old bridge subsection;
S104, utilizes chassis under bed die that old bridge subsection is moved to straddle truck scope outward, thereby old bridge subsection is hung;
S105, utilizes chassis under bed die that new bridge subsection is moved outward, in original new bridge subsection position, hangs one group of bed die and parking stall;
S106, positions and measures and adjust new bridge subsection;
S107, oils after the die face of external mold is cleaned, and is connecting airtight casting sections smearing release agent;
S108, lifting reinforcing cage, processing of cutting reinforcing bar, installs fixedly reinforcing cage group built-in fitting;
S109, pushes internal mold in mould bed, makes inner membrance and connect airtight casting sections to fit tightly;
S110, concreting in formed cavity after external mold and interior die combination.
2. according to claim 1ly without the prefabricated manufacture method of support system bridge subsection, it is characterized in that, described second portion comprises the following steps:
S201, Bridge Erector is in place;
S202, the hoisting prefabricated sections of Bridge Erector, and according to the space under Bridge Erector, prefabricated subsection is rotated and is located;
S203, accurately locates by design is linear the prefabricated subsection behind lifting location, regulates successively the position of each prefabricated subsection, then carries out section assembling, forms simply supported beam;
S204, installs and order stretch-draw freely-supported steel bundle;
S205, by bridge subsection let-down to middle pier temporary support;
S206, Bridge Erector moves via hole;
S207, waters joint concrete, and simply supported beam and the wet seam of the open close mistake of middle pier pier back timber are carried out fixed;
S208, installs continuous steel bundle, until in continuous rigid frame across after all in place with end bay simply supported beam, Dun Dun top steel bundle in order stretch-draw;
S209, after bundle and middle Dun Dun top steel Shu Zhangla complete continuously, pier falsework in dismounting;
S210, after after abutment pier Dun Ding, pouring concrete is built, stretch-draw abutment pier vertical prestressing steel bundle, thus abutment pier pier epimerite section and abutment pier are consolidated;
S211, removes abutment pier falsework;
S212, becomes bridge construction system.
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| CN201110387842.3A CN102493345B (en) | 2011-11-29 | 2011-11-29 | Manufacture method for prefabricating support-free system bridge sections |
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| CN201110387842.3A CN102493345B (en) | 2011-11-29 | 2011-11-29 | Manufacture method for prefabricating support-free system bridge sections |
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Families Citing this family (5)
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| CN103485279B (en) * | 2013-10-08 | 2016-03-30 | 北京交通大学 | For the wet seam of cross-saddle single-track traffic |
| CN108149580A (en) * | 2017-12-29 | 2018-06-12 | 广州瀚阳工程咨询有限公司 | Based on cantilever balance assembly without bearing full-bridge precast segment method |
| CN108396661B (en) * | 2018-02-28 | 2019-12-10 | 中国一冶集团有限公司 | Prestress staged tensioning construction method based on concrete creep elimination |
| CN108660908A (en) * | 2018-06-19 | 2018-10-16 | 中国铁路总公司 | A kind of prestressed concrete cable-stayed bridge of the beam prefabricated pin-connected panel of tower |
| CN111778860A (en) * | 2020-07-06 | 2020-10-16 | 中铁十二局集团有限公司 | Process method for assembling sections of high-speed rail bridge |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004076457A (en) * | 2002-08-20 | 2004-03-11 | Kidoh Construction Co Ltd | Method for building steel pc composite bridge |
| CN2878478Y (en) * | 2005-10-26 | 2007-03-14 | 同济大学 | Fabricated grooved beam for rear extending pre-stress segment pre-formation |
| KR100844952B1 (en) * | 2007-08-02 | 2008-07-10 | 주식회사 지구코퍼레이션 | Bridge using synthesised structure and method making the structure |
| CN201232168Y (en) * | 2008-07-31 | 2009-05-06 | 中铁二局股份有限公司 | Walking bridging machine |
| CN101644024A (en) * | 2009-08-21 | 2010-02-10 | 重庆交通大学 | Prestress steel purlin-concrete combined continuous rigid frame bridge and construction method thereof |
| CN101736684A (en) * | 2008-11-24 | 2010-06-16 | 中铁十六局集团有限公司 | Non-standard simple supporting girder and manufacturing and mounting technology thereof |
| CN102146658A (en) * | 2011-03-04 | 2011-08-10 | 清华大学 | Locally uncombined suspension bridge steel-concrete combined bridge deck system and construction method of combined bridge deck system |
-
2011
- 2011-11-29 CN CN201110387842.3A patent/CN102493345B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004076457A (en) * | 2002-08-20 | 2004-03-11 | Kidoh Construction Co Ltd | Method for building steel pc composite bridge |
| CN2878478Y (en) * | 2005-10-26 | 2007-03-14 | 同济大学 | Fabricated grooved beam for rear extending pre-stress segment pre-formation |
| KR100844952B1 (en) * | 2007-08-02 | 2008-07-10 | 주식회사 지구코퍼레이션 | Bridge using synthesised structure and method making the structure |
| CN201232168Y (en) * | 2008-07-31 | 2009-05-06 | 中铁二局股份有限公司 | Walking bridging machine |
| CN101736684A (en) * | 2008-11-24 | 2010-06-16 | 中铁十六局集团有限公司 | Non-standard simple supporting girder and manufacturing and mounting technology thereof |
| CN101644024A (en) * | 2009-08-21 | 2010-02-10 | 重庆交通大学 | Prestress steel purlin-concrete combined continuous rigid frame bridge and construction method thereof |
| CN102146658A (en) * | 2011-03-04 | 2011-08-10 | 清华大学 | Locally uncombined suspension bridge steel-concrete combined bridge deck system and construction method of combined bridge deck system |
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Address after: 510220 self compiled 239A room, 2 floor, seven tower, Hongtai wisdom Valley, 23 Tianhe District Si Cheng Road, Tianhe District, Guangzhou. Patentee after: Hanyang International Engineering Consulting Co., Ltd Address before: Tianhe Road 510620 Guangdong city of Guangzhou province Tianhe District No. 228 building 2206 Patentee before: Guangzhou Hanyang Engineering Consulting Co.,Ltd. |
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