CN102518046A - Method for eliminating secondary internal force of sinking of support saddle of continuous beam during cantilever construction - Google Patents
Method for eliminating secondary internal force of sinking of support saddle of continuous beam during cantilever construction Download PDFInfo
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- CN102518046A CN102518046A CN2011104506324A CN201110450632A CN102518046A CN 102518046 A CN102518046 A CN 102518046A CN 2011104506324 A CN2011104506324 A CN 2011104506324A CN 201110450632 A CN201110450632 A CN 201110450632A CN 102518046 A CN102518046 A CN 102518046A
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Abstract
The invention relates to a method for eliminating the secondary internal force of the sinking of a support saddle of a continuous beam during cantilever construction. The method is realized by creatively using a novel temporary solidification system and changing the cantilever construction step for the continuous beam, wherein the temporary solidification system comprises a flexible temporary support saddle and a flexible anti-dumping device; the flexible temporary support saddle has a certain quantity of compression, so that a permanent support saddle can sink step by step along with cantilever construction progress; and after the cantilever construction is fulfilled, the temporary support saddle is reduced through an unloading layer on the temporary support saddle before being folded, so that the permanent support saddle bears the load of the continuous beam and the load on the continuous beam completely before folding, and the compression sinking of the permanent support is generated completely; the method can avoid a larger structural secondary internal force generated due to the sinking of the support saddle when the temporary solidification system of the continuous beam is released, so as to avoid the crack of the continuous beam; and the method is economic and efficient, and can be widely applied to the cantilever construction of various continuous beams.
Description
Technical field
The present invention relates to the method for a kind of cantilever construction continuous beam depression time internal force, specifically is the method for eliminating depression of supports time internal force in a kind of continuous beam cantilever construction.
Background technology
The continuous beam of the common employing cantilever construction in the bridge during cantilever construction, does not topple, guarantees construction safety and construction quality for guaranteeing the beam body, need be with pier beam temporary consolidation, to bear the unbalanced moment in the construction.Usually way be beam at the bearing place embody be provided with between the section of watering and the bridge pier by interim pad of rigidity (perhaps interim support bar, or interim pad and temporarily support bar use simultaneously) and traditional temporary consolidation system of forming of overturning or slip resistance analysis pull bar; Existing of this traditional temporary consolidation system all the time can not be by the defective of beam body compression subsidence in the work progress; This defective causes the beam body deadweight of the overwhelming majority and working load in fact all to be born by interim stiffness bearer, interim support bar, and permanent bearing only bears the fractional load of cast-in-place sections basically.This traditional temporary consolidation system can only could be removed after completion beam body closes up; This moment, the beam body was a statically-indeterminate structure, and after the releasing temporary consolidation system, the deadweight of beam body will all be born by permanent bearing; Permanent bearing certainly leads to depression; The permanent bearing of middle bridge pier is bigger with respect to the sinkage of the permanent bearing of abutment pier, and depression of supports can produce depression of supports time internal force at the Liang Tizhong of statically-indeterminate structure, though when structure design, considered the existence of depression of supports time internal force; But its processing mode is just started with from the aspect of opposing depression of supports time internal force; Belong to the method for taking stopgap measures, because the existence of following objective factor, continuous beam produces structure time internal force because of depression of supports problem still exists; And have the possibility of considerable influence: (1) structural calculation is undertaken by simplified model, and the situation of structure stress is much complicated more than simplified model in the practice of construction; (2), in the work progress of removing the temporary consolidation system, be difficult to accomplish accurately completion synchronously of symmetry; (3) in the design process there is bigger relation aspects such as the consideration of depression of supports time internal force and designer's experience, different designs person has bigger difference to the degree of fitting of the inferior internal force of generation depression of supports in the consideration of depression of supports time internal force and the practice of construction.
And produce bigger structure time internal force because of depression of supports is the major issue that can not ignore in the bridge construction, and its existence can cause the beam body crack to occur, even directly has influence on the quality and the application life of bridge.Therefore, significant thereby seek a kind of method elimination continuous beam cantilever construction depression of supports time internal force that effects a permanent cure.
Summary of the invention
The purpose of this invention is to provide a kind of method of eliminating the depression of supports time internal force of cantilever construction continuous beam, solve the technical problem of how fundamentally eliminating the inferior internal force that depression of supports causes in the bridge cantilever construction.
For realizing above-mentioned purpose, the present invention adopts following technical scheme:
A kind of method of eliminating the depression of supports time internal force of cantilever construction continuous beam, step is following:
Step 7; The cantilever sections of construction beam body and the cast-in-place sections of end bay of beam body; At this moment, the depression of permanent bearing can progressively take place with the propelling of beam body cantilever casting construction progress in the working load compressed flexible temporary support of deadweight of beam body and Liang Tishang, anti-overturning devices and permanent bearing;
Step 9, the sections that closes up of the beam body of constructing;
In the said step 1, anti-overturning devices is made up of steel bundle and the bellows formed with high strength steel strand, and said bellows is enclosed within steel bundle outside.
In the said step 3, flexible temporary support and anti-overturning devices are separate.
In the said step 3, said flexible temporary support by under hold piece, unload carrier layer and on hold piece and stack gradually and form, the said filler that unloads carrier layer be sand, liquid etc. have mobile material or be heated after be easy to melt, softening solid material.Hold piece on said and hold down piece and bond by steel plate layer and block rubber intersecting and form; The said block plate that pushes up most that holds down piece extends and upwards is bent to form the spacing sidewall that unloads carrier layer to four limits, has the pod apertures that the filler of being convenient to unload carrier layer flows out on the said spacing sidewall.
In the said step 6, after the steel Shu Zhangla in the anti-overturning devices accomplishes, the stretch-draw end of steel bundle is carried out sealing.
Compared with prior art the present invention has following characteristics and beneficial effect:
At first, the present invention is provided with flexible temporary support between bridge pier pier shaft and cast-in-place sections, be provided with have certain flexibility anti-overturning devices bridge pier and the binding of beam body, anchoring.Because flexible temporary support has the certain compressibilty and the function of adjustable oneself height; Can be increased compression along with the increase of beam body load; And steel bundle and bellows that anti-overturning devices is made up of high strength steel strand are formed, and bellows interior do not press the notes material for sealing, and the steel bundle that high strength steel strand is formed has flexibility; The retraction direction of steel bundle under the prestressing force effect is consistent with the direction that the beam body descends; The rigidity of bellows own is limited, so steel bundle, bellows can not stop the decline of beam body, also just can not stop the compression of newly-increased beam body load to temporary support, permanent bearing; Thereby make permanent bearing and temporary support synchronous (or slightly one step ahead) bear the newly-increased load of beam body, the depression of permanent bearing can progressively be taken place along with the propelling of cantilever construction progress.Adopt " synchronously " still is " slightly one step ahead " actually, can be decided by the design compressibilty of permanent bearing, temporary support.After accomplishing cantilever construction; Before the beam body closes up; Promptly unloading carrier layer through the height adjustment mechanism on the temporary support reduces temporary support; Let permanent bearing bear beam body load and top load thereof fully, let the compression subsidence of permanent bearing fully take place before closing up thereby be implemented in; Avoided will after the temporary consolidation system is removed fully, could letting in the conventional construction method permanent bearing bear fully beam body load and on the defective of area load, therefore produce depression of supports time internal force and cause the beam body problem of cracks to occur thereby solved the beam body.Can the beam body close up preceding, promptly before the beam body becomes statically-indeterminate structure, let permanent bearing bear beam body load and top load thereof fully, the compression subsidence of permanent bearing is fully taken place, this is a most important character of the present invention.
Secondly; The method of elimination support settlement according to the invention time internal force is easy; Creationary existing temporary consolidation system and the construction sequence of fundamentally having changed do not increase construction safety risk, duration and construction costs, and be opposite; Because temporary support can reuse after disassembling, prop up pad with existing rigidity, support bar is compared and can be saved construction cost temporarily temporarily.During the tension stress of the overturning or slip resistance analysis steel bundle that calculates is controlled at whole cantilever construction, removing before the temporary consolidation not can being compressed in the scope that depression loses fully because of temporary support; Promptly let permanent bearing bear fully beam body load and above load before, overturning or slip resistance analysis steel bundle is remaining the anchoring stabilization to the beam body.
Once more, the present invention does not need interim support bar, the bigger construction safety risk that has existed when having avoided installing and remove interim support bar, the interference of having avoided interim support bar during whole cantilever construction, construction to be formed.
Also have, in the anti-overturning devices overturning or slip resistance analysis steel bundle is placed in the bellows, utilize the concrete of bellows and beam body, pier shaft, cushion cap to keep apart; Can sealing stretch-draw end after stretch-draw, but can not press the object of annotating sealing to bellows interior, this has guaranteed that the steel bundle is except the function with anchoring and stable beam body; Also have following function: temporary support, permanent bearing are compressed because bearing the newly-increased load of beam body; Thereby the generation depression causes that promptly the beam body descends, and the direction that the beam body descends is consistent with the retraction direction of steel bundle under the prestressing force effect; And prestressed strand is not because handled by mud jacking, so can not stop the decline of beam body.
The present invention can be widely used in continuous beam cantilever construction, with eliminate in the continuous beam cantilever construction depression of supports and by its depression of supports that causes time internal force.
Description of drawings
Below in conjunction with accompanying drawing the present invention is done further detailed explanation.
Fig. 1 is to be the structural representation of eliminating the temporary consolidation system of depression of supports time internal force employing on the middle bridge pier.
Fig. 2 is the A-A sectional view of Fig. 1.
Fig. 3 accomplishes in the step 8 before cantilever sections construction back, the closure segment construction through regulating the sketch map that the temporary support oneself height lets permanent bearing bear beam body load fully and goes up area load.
Fig. 4 is the enlarged drawing at B place.Fig. 5 accomplishes the closure segment construction in the step 10, the overall schematic after the releasing temporary consolidation system.
Fig. 6 is flexible temporary support detail of construction one.
Fig. 7 is flexible temporary support detail of construction two.
The flexible temporary support of Reference numeral: 1-; 1.1-on hold piece; 1.2-under hold piece; 1.3-unload carrier layer; 1.4-spacing sidewall; 1.5-pod apertures; 1.6-space; Bridge pier pier shaft in the middle of the 2-; The permanent bearing of 3-; The 4-anti-overturning devices; 4.1-steel bundle; 4.2-bellows; The cast-in-place sections of 5-beam body; The cantilever sections of 6-beam body; 7-beam body close up sections; The cushion cap of 8-bridge pier; The cast-in-place sections of end bay of 9-beam body; The basis of bridge pier in the middle of the 10-; The pier shaft of 11-limit bridge pier.
The specific embodiment
Embodiment is referring to illustrated in figures 1 and 2, and a kind of method of eliminating the depression of supports time internal force of cantilever construction continuous beam is got well in construction after the basis 10 of middle bridge pier, carries out following steps:
Step 7; The cantilever sections 6 of construction beam body and the cast-in-place sections 9 of end bay of beam body; At this moment, the depression of permanent bearing 3 can progressively take place with the propelling of beam body cantilever casting construction progress in the working load compressed flexible temporary support 1 of deadweight of beam body and Liang Tishang, anti-overturning devices 4 and permanent bearing 3;
Step 9, construction beam body close up sections 7;
Claims (5)
1. the method for the depression of supports of eliminating a cantilever construction continuous beam time internal force, it is characterized in that: step is following:
Step 1; When middle Bridge Pier Construction; In cushion cap (8) the inner pre-buried anti-overturning devices (4) of the inner or middle bridge pier pier shaft of middle bridge pier pier shaft (2) (2) with the bridge pier of centre; Anti-overturning devices (4) is symmetrical in the suitable bridge of beam body to axis arranged, simultaneously, also is symmetrical in the direction across bridge axis arranged of permanent bearing (3);
Step 2 is installed permanent bearing (3) according to design attitude on the end face of the middle bridge pier pier shaft (2) that reaches design strength;
Step 3 is provided with two row's flexible temporary supports (1) in the bilateral symmetry of the permanent bearing (3) of the end face of middle bridge pier pier shaft (2); Said flexible temporary support (1) is symmetrical in the suitable bridge of beam body to axis arranged at bridge pier pier shaft end face, simultaneously, also is symmetrical in the direction across bridge axis arranged of permanent bearing (3);
Step 4, the bottom surface template of the cast-in-place sections (5) of mounting rail body, the reinforcing bar of the cast-in-place sections (5) of colligation beam body is also fixing with itself and that section anti-overturning devices (4) of stretching out middle bridge pier pier shaft (2) end face;
Step 5; The concrete of the cast-in-place sections (5) of casting beams body; And the concrete cast-in-situ of cast-in-place sections (5) of reinforcing bar and beam body of cast-in-place sections (5) of that section anti-overturning devices (4), beam body that will stretch into cast-in-place sections (5) is in one, and that section steel bundle (4.1) beyond the bellows open end is exposed in the bellows opening part of shutoff anti-overturning devices and sealing;
Step 6 after the cast-in-place sections (5) of beam body reaches design strength, is carried out stretch-draw, it is applied prestressing force the steel bundle (4.1) in the anti-overturning devices (4), and after stretch-draw is accomplished, steel bundle (4.1) is anchored at the top of the cast-in-place sections (5) of beam body;
Step 7; The cantilever sections (6) of construction beam body and the cast-in-place sections of end bay (9) of beam body; At this moment; The depression of permanent bearing (3) can progressively take place with the propelling of beam body cantilever casting construction progress in the working load compressed flexible temporary support (1) of deadweight of beam body and Liang Tishang, anti-overturning devices (4) and permanent bearing (3);
Step 8; After accomplishing the construction of cantilever sections, before the closure segment construction of beam body, through regulating the oneself height of flexible temporary support (1); Flexible temporary support oneself height is reduced; No longer girder lets the weight of beam body born by permanent bearing (3) fully, and makes permanent bearing (3) fully depression before closing up;
Step 9, construction beam body close up sections (7);
Step 10; After the closing up sections (7) and reach design strength of beam body; Put the steel bundle (4.1) in the anti-overturning devices (4), make it remove prestressing force, then; Cut off the one section anti-overturning devices (4) between beam body bottom surface and the bridge pier pier shaft end face, remove, remove flexible temporary support (1) simultaneously.
2. the method for the depression of supports of elimination cantilever construction continuous beam according to claim 1 time internal force; It is characterized in that: in the said step 1; Anti-overturning devices is made up of steel bundle of forming with high strength steel strand (4.1) and bellows (4.2), and said bellows (4.2) is enclosed within steel bundle (4.1) outside.
3. the method for the depression of supports of elimination cantilever construction continuous beam according to claim 1 time internal force is characterized in that: in the said step 3, flexible temporary support (1) is separate with anti-overturning devices (4).
4. the method for the depression of supports of elimination cantilever construction continuous beam according to claim 1 time internal force; It is characterized in that: in the said step 3; Said flexible temporary support by under hold piece (1.2), unload carrier layer (1.3) and on hold piece (1.1) and stack gradually and form; The said filler that unloads carrier layer (1.3) be sand, liquid etc. have mobile material or be heated after be easy to melt, softening solid material; Hold on said piece (1.1) and under hold piece (1.2) and form by steel plate layer and block rubber intersecting bonding; The said block plate that pushes up most that holds down piece extends and upwards is bent to form the spacing sidewall (1.4) that unloads carrier layer to four limits, has the pod apertures (1.5) that the filler of being convenient to unload carrier layer flows out on the said spacing sidewall (1.4).
5. the method for the depression of supports of elimination cantilever construction continuous beam according to claim 1 time internal force is characterized in that: in the said step 6, after steel bundle (4.1) stretch-draw in the anti-overturning devices (4) is accomplished, the stretch-draw end of steel bundle (4.1) is carried out sealing.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201110450632.4A CN102518046B (en) | 2011-12-29 | 2011-12-29 | Method for eliminating secondary internal force of sinking of support saddle of continuous beam during cantilever construction |
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| CN201110450632.4A CN102518046B (en) | 2011-12-29 | 2011-12-29 | Method for eliminating secondary internal force of sinking of support saddle of continuous beam during cantilever construction |
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| CN102518046B CN102518046B (en) | 2014-05-21 |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104264592A (en) * | 2014-10-14 | 2015-01-07 | 中国水利水电第四工程局有限公司 | Construction method of continuous beam |
| 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 |
| CN109056547A (en) * | 2018-09-14 | 2018-12-21 | 宁波交通工程建设集团有限公司 | Continuous beam bridge pier temporary consolidation structure and construction method |
| CN110344322A (en) * | 2019-08-09 | 2019-10-18 | 河南省交通规划设计研究院股份有限公司 | A kind of temporary support and the method using support progress bridge conversion |
| CN110843124A (en) * | 2019-11-07 | 2020-02-28 | 广东冠粤路桥有限公司 | Pedestal suitable for post-tensioning-method prefabricated box girder and box girder preparation method |
| CN110904850A (en) * | 2019-12-17 | 2020-03-24 | 中铁七局集团第五工程有限公司 | Temporary consolidation construction method in railway continuous beam cantilever construction |
| CN111705678A (en) * | 2020-07-13 | 2020-09-25 | 中国五冶集团有限公司 | Isolation structure for continuous beam grouting layer and grouting method |
| CN115506267A (en) * | 2022-09-16 | 2022-12-23 | 中交二公局第五工程有限公司 | Pier top temporary consolidation construction method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3067635B2 (en) * | 1996-03-22 | 2000-07-17 | 川田建設株式会社 | Pier temporary pedestal |
| CN201087322Y (en) * | 2007-07-26 | 2008-07-16 | 中铁二局股份有限公司 | Large tonnage box beam construction temporary support saddle |
| CN101250850A (en) * | 2008-03-28 | 2008-08-27 | 郝贤成 | Sedimentation support for bridge |
| CN101368371A (en) * | 2008-09-26 | 2009-02-18 | 中铁十二局集团第二工程有限公司 | Cast-in-situ continuous beam construction method for special railway line stands |
| CN101469533A (en) * | 2007-12-28 | 2009-07-01 | 上海市基础工程公司 | Pier top supportless temporary consolidation technique |
| CN201317909Y (en) * | 2008-10-23 | 2009-09-30 | 中铁十一局集团第二工程有限公司 | Temporary support saddle for bridge |
| JP2010037726A (en) * | 2008-07-31 | 2010-02-18 | Ps Mitsubishi Construction Co Ltd | Structure for temporarily fixing pc girder of column capital section in cantilever erection method |
-
2011
- 2011-12-29 CN CN201110450632.4A patent/CN102518046B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3067635B2 (en) * | 1996-03-22 | 2000-07-17 | 川田建設株式会社 | Pier temporary pedestal |
| CN201087322Y (en) * | 2007-07-26 | 2008-07-16 | 中铁二局股份有限公司 | Large tonnage box beam construction temporary support saddle |
| CN101469533A (en) * | 2007-12-28 | 2009-07-01 | 上海市基础工程公司 | Pier top supportless temporary consolidation technique |
| CN101250850A (en) * | 2008-03-28 | 2008-08-27 | 郝贤成 | Sedimentation support for bridge |
| JP2010037726A (en) * | 2008-07-31 | 2010-02-18 | Ps Mitsubishi Construction Co Ltd | Structure for temporarily fixing pc girder of column capital section in cantilever erection method |
| CN101368371A (en) * | 2008-09-26 | 2009-02-18 | 中铁十二局集团第二工程有限公司 | Cast-in-situ continuous beam construction method for special railway line stands |
| CN201317909Y (en) * | 2008-10-23 | 2009-09-30 | 中铁十一局集团第二工程有限公司 | Temporary support saddle for bridge |
Non-Patent Citations (1)
| Title |
|---|
| 范东、赵恩芳: "连续箱梁特大桥临时支座的设计与施工", 《广东公路交通》, no. 1, 22 July 2004 (2004-07-22), pages 90 - 91 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104264592A (en) * | 2014-10-14 | 2015-01-07 | 中国水利水电第四工程局有限公司 | Construction method of continuous beam |
| CN104264592B (en) * | 2014-10-14 | 2016-08-24 | 中国水利水电第四工程局有限公司 | A kind of continuous beam construction method |
| 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 |
| CN109056547A (en) * | 2018-09-14 | 2018-12-21 | 宁波交通工程建设集团有限公司 | Continuous beam bridge pier temporary consolidation structure and construction method |
| CN109056547B (en) * | 2018-09-14 | 2023-09-26 | 宁波交通工程建设集团有限公司 | Temporary consolidation structure of continuous beam bridge pier and construction method |
| CN110344322A (en) * | 2019-08-09 | 2019-10-18 | 河南省交通规划设计研究院股份有限公司 | A kind of temporary support and the method using support progress bridge conversion |
| CN110344322B (en) * | 2019-08-09 | 2024-02-06 | 河南省交通规划设计研究院股份有限公司 | Temporary support and method for converting bridge structural system by adopting same |
| CN110843124A (en) * | 2019-11-07 | 2020-02-28 | 广东冠粤路桥有限公司 | Pedestal suitable for post-tensioning-method prefabricated box girder and box girder preparation method |
| CN110904850A (en) * | 2019-12-17 | 2020-03-24 | 中铁七局集团第五工程有限公司 | Temporary consolidation construction method in railway continuous beam cantilever construction |
| CN111705678A (en) * | 2020-07-13 | 2020-09-25 | 中国五冶集团有限公司 | Isolation structure for continuous beam grouting layer and grouting method |
| CN115506267A (en) * | 2022-09-16 | 2022-12-23 | 中交二公局第五工程有限公司 | Pier top temporary consolidation construction method |
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