CN108108565A - Based on the end bay Cast-in-Situ Segment of software Computer Aided Design without counterweight support construction method - Google Patents
Based on the end bay Cast-in-Situ Segment of software Computer Aided Design without counterweight support construction method Download PDFInfo
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- CN108108565A CN108108565A CN201711476278.6A CN201711476278A CN108108565A CN 108108565 A CN108108565 A CN 108108565A CN 201711476278 A CN201711476278 A CN 201711476278A CN 108108565 A CN108108565 A CN 108108565A
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- end bay
- situ segment
- bay cast
- construction method
- computer aided
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
Abstract
The present invention provide it is a kind of based on the end bay Cast-in-Situ Segment of computer software Computer Aided Design without counterweight support construction method, stressing conditions of the bridge pier under end bay cast-in-place section construction the most unfavorable processing condition are simulated by MIDAS three-dimensional structure FEM mechanics analysis software, feasibility and security checking computations are carried out according to analysis result, checking computations can carry out end bay Cast-in-Situ Segment and construct without counterweight support after passing through.It is cumbersome to solve existing adhesion type stent counterweight construction method process, the problems such as long construction period, security risk is big, and cost input is high.The invention belongs to technical field of bridge construction.
Description
Technical field
The present invention relates to a kind of construction methods of continuous beam (firm structure) bridge end bay Cast-in-place Segment Support, belong to bridge Construction Technology
Field.
Background technology
The construction of continuous (beam) rigid frame bridge end bay Cast-in-Situ Segment of the high pier of railway, generally use floor stand method and adhesion type stent
Two methods of method.Floor stand is high and orographic condition is limited to by pier, when pier shaft is excessively high or pier position at it is with a varied topography when be difficult to apply
Work；Although adhesion type Support Method limits in construction from orographic condition, usually use in construction and lead in abutment pier access bridge side
Counterweight is crossed to balance eccentric load during end bay cast-in-place section construction, the method construction is relatively complicated, the construction time is long and cost compared with
It is high.The leopard rock Qijiang two-wire grand bridge that China Railway Erju 1st Engineering Co., Ltd. undertakes the construction of, abutment pier height reach 81m, such as use
Adhesion type stent counterweight construct, entire counterweight process is comparatively laborious, and the construction time is long, security risk increase, add project into
This input.
The content of the invention
It is an object of the invention to：There is provided it is a kind of based on the end bay Cast-in-Situ Segment of computer software Computer Aided Design without counterweight support
Construction method, cumbersome to solve existing adhesion type stent counterweight construction method process, long construction period, security risk is big, cost
Put into the problems such as high.
To solve the above problems, intend using it is such a based on the end bay Cast-in-Situ Segment of computer software Computer Aided Design without counterweight
Stand construction method is as follows：
Step 1：Adhesion type support Design is carried out according to end bay Cast-in-Situ Segment structural drawings, determines the rack platform of Cast-in-Situ Segment side
Scheme；
Step 2：According to rack platform scheme, the eccentric lotus that end bay bridge pier is born under least favorable load case is calculated
It carries；
Step 3：By three-dimensional structure FEM mechanics analysis software to end bay Cast-in-Situ Segment without counterweight support construct operating mode into
Row simulation analyzes bridge pier structure mechanical state under least favorable load case and exports analysis result；
Step 4：Analysis result with bridge relevant design specification respective standard is compared, is verified, demonstration construction jackshaft
Pier self structure security and feasibility；
Step 5：After mechanical analysis checking computations pass through, setting up for the pier unilateral adhesion type rack platform in side is carried out；
Step 6：The installation of progress end bay Cast-in-Situ Segment bearing, reinforcing bar binding, model sheetinstallat, concrete pour on rack platform
It builds, the construction of prestressed stretch-draw and mud jacking；
Step 7：To the end of full-bridge prestressed stretch-draw mud jacking, after completing full-bridge system transform, adhesion type rack platform is removed.
Further, the least favorable load case is：After the completion of end bay Cast-in-situ Beam section concrete pours, rack platform,
Casting concrete collective effect is in the eccentric load of bridge pier.
It further,, need to be according to checking computations structure, optimization in the case that mechanical analysis checking computations cannot be fully met in step 5
Counterweight is reduced, using uneven counterweight, until mechanical analysis checking computations pass through.
Further, the adhesion type stent is provided only on bridge pier end bay Cast-in-Situ Segment side；
Further, the rack platform scheme is to set up template platform on adhesion type stent；
Further, the adhesion type stent is shelf bracket platform；
Further, the three dimensional PIC code software preferably uses MIDAS or/and bridge doctor；
Further, bridge pier mechanical analysis check, be mainly included under least favorable load case check bridge pier intensity, just
Degree and stability.
Compared with prior art, the present invention by three dimension finite element analysis software to construct operating mode sunykatuib analysis,
The accurate mechanical state for judging bridge pier in end bay cast-in-place section construction, science is that subsequent construction provides theoretical foundation, is that nothing is matched somebody with somebody
Reattachment formula rack construction provides technical support, reduces the required material of conventional weight method construction and measure, accelerates and apply
Work progress reduces construction cost, and effectively improves and ensured construction quality, reduces security risk, comprehensive to solve now
There are floor stand method and adhesion type Support Method end bay cast-in-place section construction is run into the technical issues of.
Description of the drawings
Fig. 1 is the process flow chart of the present invention；
Fig. 2 is the structure diagram that the present invention constructs；
Wherein, reference numeral 1 represents main bridge abutment pier, and 2 represent end bay Cast-in-Situ Segment, and 3 represent shelf bracket platform, and 4 represent mould
Plate platform.
Specific embodiment
To make the object, technical solutions and advantages of the present invention clearer, the present invention is made into one below in conjunction with attached drawing
The detailed description of step, it should be understood that specific embodiment described herein only to explain the present invention, is not used to limit this hair
It is bright.
Embodiment：
Referring to Figures 1 and 2, the present embodiment provides it is a kind of based on the end bay Cast-in-Situ Segment of computer software Computer Aided Design without counterweight
Stand construction method is as follows：
Step 1：As described in Figure 2, adhesion type support Design, adhesion type branch are carried out according to main bridge abutment pier 1 and end bay Cast-in-Situ Segment 2
Frame uses shelf bracket platform 3, determines the rack platform scheme of Cast-in-Situ Segment side, and concrete scheme is：In bridge pier end bay Cast-in-Situ Segment
Side sets shelf bracket platform 3, and template platform 4 is transversely set up in 3 upper end of shelf bracket platform, is the construction of end bay Cast-in-Situ Segment
It provides and supports, preferably adjustable for height template platform, the construction of shelf bracket platform 3 and template platform 4 is applied by existing method
Work；
Step 2：According to rack platform scheme, the eccentric lotus that end bay bridge pier is born under least favorable load case is calculated
It carries, the least favorable load case is：After the completion of end bay Cast-in-situ Beam section concrete pours, rack platform, casting concrete has been total to
Same-action is in the eccentric load of bridge pier；
Step 3：By three-dimensional structure FEM mechanics analysis software MIDAS or bridge doctor to end bay Cast-in-Situ Segment without counterweight
Rack construction operating mode is simulated, and is analyzed bridge pier structure mechanical state under least favorable load case and is exported analysis result；
Step 4：Bridge pier mechanical analysis checking computations are carried out, bridge pier mechanical analysis checking computations are mainly included under least favorable load case
Intensity, rigidity and the stability of bridge pier are checked, analysis result is compared with bridge relevant design specification respective standard, core
It is real, bridge pier self structure security and feasibility in demonstration construction；
Step 5：After mechanical analysis checking computations pass through, setting up for the pier unilateral adhesion type rack platform in side is carried out by designing scheme,
, need to be according to checking computations structure in the case that mechanical analysis checking computations cannot be fully met, optimization reduces counterweight, using uneven counterweight,
Until mechanical analysis checking computations pass through；
Step 6：The installation of progress end bay Cast-in-Situ Segment bearing, reinforcing bar binding, model sheetinstallat, concrete pour on rack platform
It builds, the construction of prestressed stretch-draw and mud jacking；
Step 7：To the end of full-bridge prestressed stretch-draw mud jacking, after completing full-bridge system transform, adhesion type rack platform is removed.
Claims (8)
1. based on the end bay Cast-in-Situ Segment of software Computer Aided Design without counterweight support construction method, which is characterized in that be as follows：
Step 1：Adhesion type support Design is carried out according to end bay Cast-in-Situ Segment structural drawings, determines the rack platform side of Cast-in-Situ Segment side
Case；
Step 2：According to rack platform scheme, the eccentric load that end bay bridge pier is born under least favorable load case is calculated；
Step 3：Mould is carried out without counterweight support construction operating mode to end bay Cast-in-Situ Segment by three-dimensional structure FEM mechanics analysis software
Intend, analyze bridge pier structure mechanical state under least favorable load case and export analysis result；
Step 4：Analysis result with bridge relevant design specification respective standard is compared, is verified, demonstration construction in bridge pier from
Body structure security and feasibility；
Step 5：After mechanical analysis checking computations pass through, setting up for the pier unilateral adhesion type rack platform in side is carried out；
Step 6：End bay Cast-in-Situ Segment bearing installation, reinforcing bar binding, model sheetinstallat, concreting, in advance are carried out on rack platform
Stress tension and mud jacking construction；
Step 7：To the end of full-bridge prestressed stretch-draw mud jacking, after completing full-bridge system transform, adhesion type rack platform is removed.
2. according to claim 1 based on the end bay Cast-in-Situ Segment of software Computer Aided Design without counterweight support construction method, feature
It is, the least favorable load case is：After the completion of end bay Cast-in-situ Beam section concrete pours, rack platform, casting concrete
Collective effect is in the eccentric load of bridge pier.
3. according to claim 1 based on the end bay Cast-in-Situ Segment of software Computer Aided Design without counterweight support construction method, feature
It is：In step 5, in the case that mechanical analysis checking computations cannot be fully met, it need to optimize according to checking computation results and reduce counterweight, adopt
With uneven counterweight, pass through until mechanical analysis checks.
4. according to claim 1 based on the end bay Cast-in-Situ Segment of software Computer Aided Design without counterweight support construction method, feature
It is：The adhesion type stent is provided only on bridge pier end bay Cast-in-Situ Segment side.
5. according to claim 1 based on the end bay Cast-in-Situ Segment of software Computer Aided Design without counterweight support construction method, feature
It is：The rack platform scheme is to set up template platform on adhesion type stent.
6. according to claim 5 based on the end bay Cast-in-Situ Segment of software Computer Aided Design without counterweight support construction method, feature
It is：The adhesion type stent is shelf bracket platform.
7. according to claim 1 based on the end bay Cast-in-Situ Segment of software Computer Aided Design without counterweight support construction method, feature
It is：The three dimensional PIC code software is MIDAS or bridge doctor.
8. according to claim 1 based on the end bay Cast-in-Situ Segment of software Computer Aided Design without counterweight support construction method, feature
It is：Bridge pier mechanical analysis checks, and is mainly included in intensity, rigidity and the stability that bridge pier is checked under least favorable load case.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113569348A (en) * | 2021-07-06 | 2021-10-29 | 上海核工程研究设计院有限公司 | Non-standard support hanger automatic mechanical analysis method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009235687A (en) * | 2008-03-26 | 2009-10-15 | Ps Mitsubishi Construction Co Ltd | Form supporting device for constructing pc (prestressed concrete) bridge overhang |
| CN104278643A (en) * | 2014-10-17 | 2015-01-14 | 中铁建大桥工程局集团第五工程有限公司 | Continuous rigid frame box girder construction technology applied to bridge project |
| CN105484158A (en) * | 2015-12-02 | 2016-04-13 | 中交路桥建设有限公司 | Asymmetrical casting construction method of side span of rigid frame bridge with extra high piers and long span length |
| CN105926443A (en) * | 2016-04-21 | 2016-09-07 | 中铁十七局集团第二工程有限公司 | Construction method for continuous rigid frame side span by first girder installation and then closure |
| CN106835926A (en) * | 2017-02-20 | 2017-06-13 | 湖南科技大学 | A kind of small side main span is than prestressed concrete continuous beam and its construction method |
| CN106906733A (en) * | 2017-02-20 | 2017-06-30 | 湖南科技大学 | One kind is without the small side main span of end bay closure section than continuous rigid frame bridge and its construction method |
-
2017
- 2017-12-29 CN CN201711476278.6A patent/CN108108565A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009235687A (en) * | 2008-03-26 | 2009-10-15 | Ps Mitsubishi Construction Co Ltd | Form supporting device for constructing pc (prestressed concrete) bridge overhang |
| CN104278643A (en) * | 2014-10-17 | 2015-01-14 | 中铁建大桥工程局集团第五工程有限公司 | Continuous rigid frame box girder construction technology applied to bridge project |
| CN105484158A (en) * | 2015-12-02 | 2016-04-13 | 中交路桥建设有限公司 | Asymmetrical casting construction method of side span of rigid frame bridge with extra high piers and long span length |
| CN105926443A (en) * | 2016-04-21 | 2016-09-07 | 中铁十七局集团第二工程有限公司 | Construction method for continuous rigid frame side span by first girder installation and then closure |
| CN106835926A (en) * | 2017-02-20 | 2017-06-13 | 湖南科技大学 | A kind of small side main span is than prestressed concrete continuous beam and its construction method |
| CN106906733A (en) * | 2017-02-20 | 2017-06-30 | 湖南科技大学 | One kind is without the small side main span of end bay closure section than continuous rigid frame bridge and its construction method |
Non-Patent Citations (2)
| Title |
|---|
| 梁之海: "大跨度刚构连续梁61_m高空边跨现浇段施工技术", 《石家庄铁道大学学报》 * |
| 王宏祥: "超高墩边跨现浇段不平衡配重施工技术", 《建筑技术》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113569348A (en) * | 2021-07-06 | 2021-10-29 | 上海核工程研究设计院有限公司 | Non-standard support hanger automatic mechanical analysis method |
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Application publication date: 20180601 |