CN103572708B - Large-span concrete continuous girder bridge side span folding device and method - Google Patents

Large-span concrete continuous girder bridge side span folding device and method Download PDF

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Publication number
CN103572708B
CN103572708B CN201310521972.0A CN201310521972A CN103572708B CN 103572708 B CN103572708 B CN 103572708B CN 201310521972 A CN201310521972 A CN 201310521972A CN 103572708 B CN103572708 B CN 103572708B
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China
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hanging basket
brace
bay
span
fulcrum
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CN201310521972.0A
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Chinese (zh)
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CN103572708A (en
Inventor
栗怀广
郑凯锋
徐青松
周洪斌
何小军
苟超
文曙东
陈力波
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西南交通大学
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Priority to CN201310521972.0A priority Critical patent/CN103572708B/en
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Publication of CN103572708B publication Critical patent/CN103572708B/en

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Abstract

The invention relates to a large-span concrete continuous girder bridge side span folding device so as to solve the problems that the existing side span bracket folding construction process is complex, long in period, high in cost and difficult to adjust and operate. The device comprises a double-frame hanging basket, wherein the frames are connected through a hanging basket gantry; a folding supporting rod is fixed on a side block and supports the front supporting point of the hanging bracket. A side span folding method comprises the following steps: a, moving the hanging basket forwards to the front end of a cantilever; b, anchoring the hanging basket at the cantilever end of the bridge by using an anchoring rod at the middle supporting point of the hanging basket. The invention has the benefits that compared with the existing commonly-used folding section for constructing side span by adopting a full space bracket method, the concrete continuous girder bridge side span folding process and the concrete continuous girder bridge side span folding device utilize the front hanging point of the hanging bracket which is used for supporting the bridge surface and on the side block to form a vertical restraint system with stable continuous girder side span so as to successfully solve the problems that the existing side span bracket folding construction process is complex, long in period, high in cost and difficult to adjust and operate.

Description

Large-span concrete continuous girder bridge end bay closing device and method

Technical field

The invention belongs to technical field of civil engineering, relate to the construction technology of large-span concrete continuous girder bridge, be specifically related to a kind of for the large device that closes up across concrete continuous girder bridge end bay and method.

Background technology

Concrete continuous girder bridge is a kind of primary structure form of Longspan Bridge, and the general cantilever section casting method that adopts is constructed.When construction after maximum pair of cantilever stage, generally adopts the closure segment of raft support method construction end bay to end bay.Afterwards, Hanging Basket centering just can be adopted to close up across beam section, thus finally complete the construction of the whole superstructure of bridge.

The end bay of large-span concrete continuous girder bridge closes up: closure segment full framing should have enough rigidity, to make sedimentation deformation in closure segment casting process little as far as possible, thus ensure the concrete pouring quality of closure segment.Meanwhile, also require that on-site construction operations is simple and convenient, and there is good economy.

But, it is complicated that end bay in Practical Project closes up Full space support construction Measures compare: the support erection construction cycle is long, costly, need the sedimentation and deformation processing to control support to bracket basis, also there is the problems such as larger potential safety hazard when support height is larger.For the high shorter continuous beam end bay of pier, it closes up full hall scaffold and generally uses universal rod body to set up to form.But the structure vertical rigidity of the type support is less, in closure segment casting process, settling amount is comparatively large, and pre-pressing bracket and adjustment more difficult, therefore can affect construction quality and the geometricshape of bridge.For the continuous beam that the main pier of end bay is higher, generally Large-diameter Steel tubing string and shaped steel need be adopted to build full framing.The type rack bearing power is high, but the size of component is comparatively large, and build difficulty of construction more greatly, financial cost is also higher.In addition, above-mentioned two types to close up support very high to foundation settlement control overflow, support set up last as need to carry out foundation replacement, compacting or temporary base construction to ground under support, this can increase complexity and the expense of construction greatly.

Summary of the invention

For solving the problem such as large-span concrete continuous beam end bay support closure construction method complex process, the cycle is long, cost is high, Pass line adjustment operating difficulties, the present invention proposes a kind of method that end bay closing device of large-span concrete continuous girder bridge and end bay close up.

For achieving the above object, technical scheme of the present invention is: large-span concrete continuous girder bridge end bay closing device, comprise two Pin Hanging Basket truss, Hanging Basket door frame is adopted to connect between Pin, it is characterized in that, the facade composition of every Pin Hanging Basket truss comprises lower chord, rear brace, montant, front upper brace and front lower brace, lower chord, rear brace, front upper brace is connected by gusset plate with front lower brace, lower chord, the connected node of front lower brace and montant is central bearing point, the node of lower chord and rear brace is rear fulcrum, Hanging Basket is anchored on concrete semi girder face at central bearing point and rear fulcrum place respectively by anchor chair, wherein central bearing point is near cantilever front end, the connected node of front upper brace and front lower brace is front fulcrum, close up strut to be fixed on abutment pier and the front fulcrum supporting Hanging Basket.

Further, above-mentioned central bearing point is anchored in continuous beam end bay cantilever end carriage face place, and rear fulcrum is pressurized anchorage bearing.

Further, each rod member of hanging basket main truss is by connecting batten plate composition between two groups of channel-section steels positioned opposite and channel-section steel.

Further, Hanging Basket central bearing point place arranges shoulder pole girder, shoulder pole girder arranges many group ground tackles at vertical anchoring central bearing point.

Further, above-mentioned shoulder pole girder comprises two groups of connection batten plates between channel-section steel and channel-section steel arranged dorsad.

Further, above-mentioned bearing is soldering group mould assembling tee section.

Carry out according to above-mentioned end bay closing device the method that concrete beam bridge end bay closes up, it is characterized in that, comprise the following steps:

A, reach Hanging Basket are to continuous beam end bay cantilever end;

B, at Hanging Basket central bearing point place anchor tie, Hanging Basket is anchored in cantilever end carriage body;

C, concrete beam face, smooth Hanging Basket rear fulcrum place, and fulcrum pressurized bearing is set;

D, close up strut in abutment pier top layout, close up strut at vertical supporting Hanging Basket front fulcrum, between two Pin struts, laterally establish scissors strut to connect;

E, at the bottom of cantilever end carriage and between abutment pier, set up beam section bed die system, colligation closure segment reinforcing bar, and build closure segment concrete.

Beneficial effect of the present invention: concrete continuous girder bridge end bay closing device of the present invention and method support bridge floor Hanging Basket by utilizing setting on abutment pier to close up strut, vertical anchor device between Hanging Basket and cantilever end carriage body is set at Hanging Basket central bearing point and rear fulcrum place simultaneously, thus make the end bay continuous beam before closing up be provided with stable vertical constraint system, further provide the stable support system of large-span concrete continuous girder bridge end bay closure segment.Compared to conventional raft support method end bay folding method, present invention, avoiding setting up of closure segment full framing, solve end bay support closure construction complex process, the cycle is long, cost is high, adjust the problems such as operating difficulties.

Accompanying drawing explanation

Fig. 1 is that the large-span concrete continuous beam end bay that the present invention relates to closes up schematic diagram;

Fig. 2 is end bay closing device structural representation of the present invention;

Fig. 3 is the right view of the closing device of end bay shown in Fig. 2;

Fig. 4 is the main couple cross section structure schematic diagram of end bay closing device of the present invention;

Fig. 5 is the shoulder pole girder cross section structure schematic diagram of end bay closing device of the present invention.

Description of reference numerals: Construction of continuous beam cantilever pouring beam section 1, in across closure segment 2, end bay closure segment 3, main pier 4, abutment pier 5, Hanging Basket 6, close up strut 7, lower chord 11, rear brace 12, montant 13, front lower brace 14, front upper brace 15, rear fulcrum gusset plate 21, in upper fulcrum gusset plate 22, middle lower fulcrum gusset plate 23, front suspension centre gusset plate 24, bed die system 31, closes up strut 41, anchor tie 51, anchor chair 61, shoulder pole girder 71, shoulder pole girder channel-section steel 711, shoulder pole girder connects batten plate 712, ground tackle 72, main couple connects batten plate 81, main couple channel-section steel 82.

Detailed description of the invention

Below in conjunction with drawings and Examples, the present invention is further described.

Be illustrated in figure 1 large-span concrete continuous girder bridge structure involved in the present invention, wherein namely main pier 4 and abutment pier 5 start segmented cantilever pouring beam section 1 after building up, between main pier 4, span centre closes up beam Duan Weizhong across closure segment 2, closure segment between cantilever pouring beam section 1 and abutment pier 5 is end bay closure segment 3, the main difference point of the end bay closing device in the present embodiment is Hanging Basket 6 and the complete anchoring of cantilever pouring beam section 1, is supported by the strut 7 that closes up on abutment pier simultaneously.

The frame closing device of the present embodiment as shown in Figures 2 and 3, comprise two Pin Hanging Basket truss, Hanging Basket door frame is adopted to connect between Pin, the facade composition of every Pin structure comprises lower chord 11, rear brace 12, montant 13, front lower brace 14 and front upper brace 15, lower chord, rear brace, front upper brace and front lower brace are interconnected by gusset plate, montant is established between rear brace ~ front upper brace connected node and lower chord ~ front lower brace connected node, lower chord ~ front lower brace connected node is Hanging Basket central bearing point, lower chord ~ rear brace connected node is Hanging Basket rear fulcrum, Hanging Basket is at central bearing point, rear fulcrum place is fixed to the front end of continuous beam cantilever construction beam section 1 by anchor chair 61, wherein central bearing point is near cantilever front end, namely near cantilever edge, corresponding rear fulcrum rearward.The connected node of front upper brace ~ front lower brace is front fulcrum, and front fulcrum extends forward to be supported on and closes up on strut 41, and closes up strut 41 lower end and be supported on abutment pier 5 top.

Lower chord 11, rear brace 12, montant 13, to be linked together by gusset plate between front lower brace 14 and front upper brace 15, be respectively rear fulcrum gusset plate 21, in upper fulcrum gusset plate 22, middle lower fulcrum gusset plate 23, front suspension centre gusset plate 24.Above-mentioned central bearing point is anchored in continuous beam cantilever construction beam section, and rear fulcrum divides into pressurized bearing.Continuous beam end bay cantilever beam section end face is parallel to after lower chord 11 fixes.

Be illustrated in figure 4 the preferred embodiment of hanging basket main truss, described main couple comprises two groups of main couples between main couple channel-section steel 82 and channel-section steel be oppositely arranged and connects batten plate 81.Hanging Basket central bearing point place arranges shoulder pole girder, shoulder pole girder arranges many group ground tackles for anchoring central bearing point.Figure 5 shows that the preferred structure schematic diagram of shoulder pole girder, comprise two groups of shoulder pole girders between shoulder pole girder channel-section steel 711 and channel-section steel arranged dorsad and connect batten plate 712.When fixing Hanging Basket, anchor tie 51 is anchored on shoulder pole girder by ground tackle 72 through shoulder pole girder.In addition, above-mentioned bearing is preferably welding combination three casees cross sections.

Carry out according to above-mentioned end bay closing device the method that concrete beam bridge end bay closes up, comprise the following steps:

A, reach Hanging Basket are to continuous beam end bay cantilever beam section front end;

B, at Hanging Basket central bearing point place, Hanging Basket is anchored at bridge cantilever end place by anchor tie;

C, concrete beam face, smooth Hanging Basket rear fulcrum place, arrange fulcrum pressurized bearing;

D, to arrange at abutment pier top and close up strut, close up strut vertical supporting Hanging Basket front fulcrum, between two Pin struts, laterally establish scissors strut to connect;

E, at the bottom of cantilever end carriage and between abutment pier, set up beam section bed die system 31, colligation closure segment reinforcing bar, and build closure segment concrete.

For realizing object of the present invention, major technique thought of the present invention utilizes front fulcrum abutment pier supporting bridge floor Hanging Basket, thus provide stable vertical constraint system for the large end bay cantilever pouring beam section across concrete continuous beam, ensure in end bay closure segment casting process, there is not larger sedimentation and deformation in continuous beam end bay, affects the construction quality of end bay closure segment.Concrete technical scheme is before end bay closure segment is built, and by cantilever construction hanging basket advancing to continuous beam end bay cantilever end, and on abutment pier, establishes shaped steel strut, supports the front suspension centre of Hanging Basket.Meanwhile, finish rolling deformed bar is set at the central bearing point place of Hanging Basket, together with being closely anchored at continuous beam end bay beam face by central bearing point.In addition, Hanging Basket rear fulcrum place arranges pressurized and supports, and ensures to combine closely in rear fulcrum and beam face.Twice shoulder pole girder is established along bridge lateral, the vertical anchor pole of stretch-draw between shoulder pole girder and concrete box girder above central bearing point.

Preferably, the chord member of the middle main couple of the present embodiment, montant, brace all adopt Two bors d's oeuveres channel cross-section, comprise the first channel-section steel and the second channel-section steel, and the first channel-section steel and the second channel-section steel opening are arranged in opposite directions, also comprise the connection batten plate between channel-section steel.Shoulder pole girder adopts Two bors d's oeuveres channel cross-section, and also comprise the first channel-section steel and the second channel-section steel, the first channel-section steel and the second channel-section steel opening opposed, also comprise the connection batten plate between channel-section steel, and the connection batten plate being positioned at channel-section steel two ends establishes anchor hole, for the anchoring of coupling assembling.Described fulcrum bearing adopts three casees cross sections of Plate Welding combination.

In shoulder pole girder in the above-described embodiments, the connection batten plate 712 being positioned at shoulder pole girder channel-section steel two ends is provided with anchor hole, for the anchoring of coupling assembling.In order to reduce the difficulty of perforate, certain gap can be reserved when channel-section steel splices between two blocks of channel-section steels, so that the finish rolling deformed bar pull bar (anchor tie) of coupling assembling passes.The size in gap is also determined because of the diameter of the finish rolling deformed bar pull bar for being connected and fixed.

The concrete continuous girder bridge end bay closing device of above embodiment and method oppositely support by adopting Hanging Basket, solve existing concrete continuous girder bridge end bay and close up the problems such as complex procedures set up by support, construction elevation adjusts difficulty, cost is high, poor stability.Relative to the Hanging Basket stress of Cantilever Construction, in the present invention, by the front fulcrum of shaped steel strut set on abutment pier at vertical supporting Hanging Basket, simultaneously, arrange that at Hanging Basket front fulcrum place Hanging Basket is vertically being anchored on cantilever end carriage face by fining twisted steel, after Hanging Basket, anchor point place is by arranging pressurized bearing, thus the support system providing rigidity larger for large span continuous beam end bay beam section, there is not excessive Vertical Settlement distortion when ensureing closure segment construction.This folding method has the advantages such as structure is simple, easy to operate, good economy performance, the efficiency of construction that can greatly provide large span continuous beam end bay to close up and economy.

The foregoing is only the specific embodiment of the present invention, one skilled in the art will appreciate that in the technical scope disclosed by the present invention, various amendment, replacement and change can be carried out to the present invention.Therefore the present invention should not limited by above-mentioned example, and should limit with the protection domain of claims.

Claims (7)

1. large-span concrete continuous girder bridge end bay closing device, comprise two Pin Hanging Basket truss, Hanging Basket door frame is adopted to connect between Pin, it is characterized in that, the facade composition of every Pin Hanging Basket truss comprises lower chord, rear brace, montant, front upper brace and front lower brace, lower chord, rear brace, front upper brace is connected by gusset plate with front lower brace, lower chord, the connected node of front lower brace and montant is central bearing point, the node of lower chord and rear brace is rear fulcrum, Hanging Basket is anchored on concrete semi girder face at central bearing point and rear fulcrum place respectively by anchor chair, wherein central bearing point is near cantilever front end, the connected node of front upper brace and front lower brace is front fulcrum, close up strut to be fixed on abutment pier and the front fulcrum supporting Hanging Basket.
2. end bay closing device according to claim 1, is characterized in that, central bearing point is anchored in continuous beam end bay cantilever end carriage face place, and rear fulcrum is pressurized anchorage bearing.
3. end bay closing device according to claim 1 and 2, is characterized in that, each rod member of hanging basket main truss is by connecting batten plate composition between two groups of channel-section steels positioned opposite and channel-section steel.
4. end bay closing device according to claim 1 and 2, is characterized in that, Hanging Basket central bearing point place arranges shoulder pole girder, shoulder pole girder arranges many group ground tackles at vertical anchoring central bearing point.
5. end bay closing device according to claim 4, is characterized in that, shoulder pole girder comprises two groups of connection batten plates between channel-section steel and channel-section steel arranged dorsad.
6. end bay closing device according to claim 1, is characterized in that, bearing is soldering group mould assembling tee section.
7. end bay closing device according to claim 1 carries out the method that concrete beam bridge end bay closes up, and it is characterized in that, comprises the following steps:
A, reach Hanging Basket are to continuous beam end bay cantilever end;
B, at Hanging Basket central bearing point place anchor tie, Hanging Basket is anchored in cantilever end carriage body;
C, concrete beam face, smooth Hanging Basket rear fulcrum place, and fulcrum pressurized bearing is set;
D, close up strut in abutment pier top layout, close up strut at vertical supporting Hanging Basket front fulcrum, between two Pin struts, laterally establish scissors strut to connect;
E, at the bottom of cantilever end carriage and between abutment pier, set up beam section bed die system, colligation closure segment reinforcing bar, and build closure segment concrete.
CN201310521972.0A 2013-10-29 2013-10-29 Large-span concrete continuous girder bridge side span folding device and method CN103572708B (en)

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CN104074145B (en) * 2014-06-30 2015-12-09 广东省基础工程集团有限公司 A kind of closure segment Hanging Basket repacking construction method
CN104790302B (en) * 2015-05-08 2016-09-07 中南林业科技大学 A kind of high pier continuous rigid frame bridge end bay straightway Hanging Basket coordinates bent cap support integral construction method
CN105714688B (en) * 2016-03-13 2017-05-10 中交一公局桥隧工程有限公司 Reverse prepressing device for front-support movable suspended scaffolding
CN106522102A (en) * 2016-11-22 2017-03-22 中交公局海威工程建设有限公司 Side span construction support, rigid frame bridge side span and rigid frame bridge
CN106758871A (en) * 2017-02-20 2017-05-31 湖南科技大学 A kind of full cantilever construction prestressed concrete continuous rigid-framed bridge 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
CN106894345A (en) * 2017-04-17 2017-06-27 五冶集团上海有限公司 Continuous beam end bay closing device and method
CN110629675A (en) * 2018-08-29 2019-12-31 中铁三局集团有限公司 Cast-in-place pier top rotating and cantilever pouring combined construction method for continuous beam support

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000045230A (en) * 1998-07-30 2000-02-15 Taisei Corp Closing method for closing part in pc bridge cantilever overhang erection work
CN1580413A (en) * 2003-08-08 2005-02-16 北京建达道桥咨询有限公司 Ground-support-free continous rigid frame bridge sidespan closure method
JP2009108635A (en) * 2007-10-31 2009-05-21 Sumitomo Mitsui Construction Co Ltd Bridge construction method
CN201526011U (en) * 2009-07-14 2010-07-14 四川路桥桥梁工程有限责任公司 Assembly type non-bracket casting side span cast-in-situ section and closure section in continuous rigid structure
CN201785704U (en) * 2010-09-19 2011-04-06 中铁十二局集团有限公司 Cradle device of continuous box beam folding-segment construction
CN102330414A (en) * 2011-08-09 2012-01-25 中铁十二局集团第二工程有限公司 Hanging basket cantilever method construction method of large-span continuous rigid beam sidespan cast-in-place beam section
CN203530864U (en) * 2013-10-29 2014-04-09 西南交通大学 Large-span concrete continuous beam bridge side span folding device

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000045230A (en) * 1998-07-30 2000-02-15 Taisei Corp Closing method for closing part in pc bridge cantilever overhang erection work
CN1580413A (en) * 2003-08-08 2005-02-16 北京建达道桥咨询有限公司 Ground-support-free continous rigid frame bridge sidespan closure method
JP2009108635A (en) * 2007-10-31 2009-05-21 Sumitomo Mitsui Construction Co Ltd Bridge construction method
CN201526011U (en) * 2009-07-14 2010-07-14 四川路桥桥梁工程有限责任公司 Assembly type non-bracket casting side span cast-in-situ section and closure section in continuous rigid structure
CN201785704U (en) * 2010-09-19 2011-04-06 中铁十二局集团有限公司 Cradle device of continuous box beam folding-segment construction
CN102330414A (en) * 2011-08-09 2012-01-25 中铁十二局集团第二工程有限公司 Hanging basket cantilever method construction method of large-span continuous rigid beam sidespan cast-in-place beam section
CN203530864U (en) * 2013-10-29 2014-04-09 西南交通大学 Large-span concrete continuous beam bridge side span folding device

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
桂洲水道特大桥边跨合龙段施工技术;宋洪亮;《科技视界》;20121215(第50期);171,214 *

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