CN102877417B - Anchoring method of girder suspender of continuous camber composite bridge - Google Patents

Anchoring method of girder suspender of continuous camber composite bridge Download PDF

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Publication number
CN102877417B
CN102877417B CN201210415788.3A CN201210415788A CN102877417B CN 102877417 B CN102877417 B CN 102877417B CN 201210415788 A CN201210415788 A CN 201210415788A CN 102877417 B CN102877417 B CN 102877417B
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China
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girder
suspension rod
anchoring
diaphragm
suspender
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CN201210415788.3A
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Chinese (zh)
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CN102877417A (en
Inventor
李涛
张蓓雯
王法武
马亚峰
陈怀智
李莉
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中铁上海设计院集团有限公司
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Publication of CN102877417A publication Critical patent/CN102877417A/en
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Abstract

The invention relates to the technical field of bridge engineering, and particularly relates to an anchoring method of a girder suspender of a continuous camber composite bridge. The anchoring method comprises the following steps: at first, transverse partition boards are arranged inside a girder at intervals corresponding to the position of the suspender; the transverse partition boards extend out of the webs at both sides of the girder; secondly, the suspender is tensioned, so that the lower end of the suspender partially passes through a flange board at the outer side of the girder and the parts of the transverse partition boards, which are exposed to the outer sides of the webs; and finally, the lower end of the suspender is partially fixedly arranged at the bottom faces of the transverse partition boards through an anchoring tool, wherein the transverse partition boards are arranged along a beam high-pass length of the girder in the vertical direction. The anchoring method provided by the invention has the advantages that the anchoring method can be used for effectively improving the transverse rigidity of the girder, so that the stress states of the girder flange board and the webs at the position of the suspender can be improved; and meanwhile, the service life of the short suspender can be prolonged, and the long-term protection of the anchoring tool is beneficial. The girder structure is reasonably and compactly arranged, and the engineering investment is reduced.

Description

A kind of anchoring process of continuous beam arch combination bridge girder suspension rod

Technical field

The invention belongs to technical field of bridge engineering, be specifically related to a kind of anchoring process of continuous beam arch combination bridge girder suspension rod.

Background technology

Large-Span Continuous camber combined system has that span ability is large, the slim and graceful feature such as attractive in appearance of little, structure is disturbed in construction, it is a kind of novel bridge structure, recently on the railroad bridges such as China's Line for Passenger Transportation (two-wire), obtained application, apply but be further generalized in the single-track railway of speed per hour 160-200km/h, solve needing further investigation aspect the problems such as the control of lateral dynamics rigidity, vehicle bridge coupled vibrations, arch rib lateral stability, cantilever construction lateral stability and earthquake response.

As for the anchor structure at girder suspension rod place, as shown in Figure 1, current similar bridge construction adopts at the bottom of girder frange plate more arranges concrete anchor block for anchoring suspension rod with web intersection, its defect is: first, because this type of anchor block is all positioned at the bottom of frange plate and web intersection, after suspension rod stretch-draw, concrete anchor block region local pressure is very complicated, and power transmission is indefinite, forms obvious stress and concentrates; Secondly, short steeve is often short due to its length, stressed complexity and cause greatly shorten with respect to other suspension rod on same seat bridge its application life; Again, suspension rod exposes completely at its ground tackle of girder anchor point place, is unfavorable for ground tackle protection.

Summary of the invention

The object of the invention is according to above-mentioned the deficiencies in the prior art part, a kind of anchoring process of continuous beam arch combination bridge girder suspension rod is provided, this anchoring process arranges diaphragm by corresponding suspension rod position in girder, diaphragm is fixedly connected with setting along described girder web plate one side, simultaneous tension suspension rod makes its lower end penetrate frange plate and the diaphragm of girder, be anchored in diaphragm bottom surface, increase beam body lateral stiffness with this, improve the stress performance of web and short steeve simultaneously.

The object of the invention realizes and being completed by following technical scheme:

A kind of anchoring process of continuous beam arch combination bridge girder suspension rod, it is characterized in that first interval, corresponding described suspension rod place arranges diaphragm in described girder, described diaphragm is fixedly connected with setting along described girder web plate one side, between the described diaphragm being fixedly connected with and girder web plate, contact surface height is not less than 1/2nd of girder web plate height, its post tensioning suspension rod, make the end portion of described suspension rod run through girder ala lateralis listrium and described diaphragm to be exposed to the part of web outside, finally the end portion of described suspension rod is anchored in to described diaphragm bottom surface by ground tackle.

Between described diaphragm and girder coxostermum, contact surface height is identical with girder web plate height.

Two side bottom Hanger Anchor Gu Chu of described diaphragm offer groove, in order to go along with sb. to guard him described suspension rod and ground tackle thereof.

The structure that described suspension rod lower end is anchored in diaphragm bottom adopts Demountable.

Advantage of the present invention is, this anchoring process can effectively improve the lateral stiffness of girder, improves the stress of suspension rod place girder frange plate, web, has improved the working life of short steeve simultaneously and has been conducive to the long-term protection of ground tackle, main beam structure connection and reasonable arrangement compactness, has reduced construction investment.。

Brief description of the drawings

Fig. 1 is existing Hanger Anchor solid method;

Fig. 2 is superstructure elevation of the present invention;

Fig. 3 is main span spaning middle section figure of the present invention;

Fig. 4 is girder cross-sectional plan view of the present invention;

Fig. 5 is the partial enlarged drawing of suspension rod of the present invention in diaphragm bottom.

Detailed description of the invention

Feature of the present invention and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that technician's of the same trade understanding:

As Fig. 2-5, in figure, mark 1-8 is respectively: arch rib 1, suspension rod 2, diaphragm 3, ground tackle 4, girder 5, manhole 6, frange plate 7, web 8.

Embodiment: the present embodiment is specifically related to a kind of anchoring process of continuous beam arch combination bridge girder suspension rod, the present embodiment is by canal, Hangzhoupro, the capital grand bridge taking newly-built Suzhou to Huaian railway as example, and the main bridge of this bridge adopts the single line continuous beam arch combination structure of (62+132+62) m.

As shown in Fig. 2-5, on girder 5, being provided with span is the arch rib 1 of 132m, suspension rod 2 along bridge to spacing 8m, full-bridge is established 14 pairs of suspension rods 2 altogether, on girder 5, corresponding suspension rod 2 positions arrange diaphragm 3 and extend out to outside the web 8 of girder 5 both sides, diaphragm 3 is fixedly connected with setting along web 8 one sides of described girder 5, and diaphragm 3 is along the elongated setting of deck-molding of girder 5; The upper end anchor of suspension rod 2 is in arch rib 1 lower edge, its post tensioning suspension rod 2, make the lower end of suspension rod 2 through the both sides exposed parts of girder frange plate 7 and diaphragm 3, and be anchored in the bottom surface of diaphragm 3 by ground tackle 4, the bottom surface, both sides of diaphragm 3 offers groove, and the surrounding that described groove is opened in ground tackle 4 avoids exposing to the weather and drenches with rain in order to go along with sb. to guard him the lower end of suspension rod 2 and ground tackle 4; Wherein said ground tackle 4 adopts Demountable, the convenient maintenance of replacing in the future, and diaphragm 3 is provided with manhole 6, passes through for inspection personnel.

Girder 5 is prestressed reinforced concrete construction, adopts C55 concrete, and girder adopts single box single chamber box section; And arch rib 1 adopts encased structures, effective span L=132m, design rise f=22m, arch rib 1 steel pipe and batten plate adopt Q345qD steel, fill C50 non-shrinkage concrete, two Pin arch rib 1 transverse pitch 7.2m in it; Suspension rod 2 is along bridge to spacing 8m, and full-bridge is established 14 pairs of suspension rods altogether.Suspension rod 2 adopts OVM PES(FD) the anticorrosion drag-line of 7-85 type low stress (parallel wire unit), tensile strength standard value fpk=1670MPa, Ep=2.0 × 10 5mPa.Suspension rod 2 adopts double-deck HDPE sheath, and outer casing stainless steel sheath.Ground tackle 4 adopts LZM7-85 chill casting pier nose anchor.

This bridge full-bridge adopts " first beam rear arch " construction method, and Specific construction step can brief overview be: utilize Hanging Basket free cantilever casting girder 5; Close up girder 5 lateral opening; Close up girder 5 mesopores; Set up support at bridge floor, assembled steel tube arch rib 1; 1 time pipe of jacking arch rib, upper pipe, abdominal cavity inner concrete; By designated order stretch-draw suspension rod 2; Construction bridge deck; Complete full-bridge construction.

Main feature of the present invention is: on concrete girder 5, corresponding suspension rod 2 positions arrange diaphragm 3 and extend out to girder 5 web outside, and diaphragm 3 is along the elongated setting of deck-molding.Suspension rod 3 lower ends are through girder 5 frange plates 7 and choose diaphragm 3 outward, and anchor is in diaphragm 3 bottom surfaces.Its advantage is:

1. this anchor structure can effectively improve girder 5 lateral stiffnesses, the improvement of this structural performance index is even more important for railroad bridge and rail traffic bridge in single line large span situation, its reason is: the girder of this type of bridge is usually expressed as that span is large, deck-molding is low and deck-siding is narrow, and the lateral stiffness index of bridge construction is often controlled its structure design.

2. arrange at suspension rod 2 places that diaphragm 3 extend out to girder 5 web outside and along the elongated layout of deck-molding, suspension rod 2 lower ends are through girder 5 frange plates and choose the rear anchor of diaphragm 3 outward in diaphragm 3 bottom surfaces, this structure can directly be improved the stress of frange plate 7 and the web 8 of suspension rod 2 place's girders 5, after suspension rod 2 stretch-draw, its power transmission is clear and definite, without obvious stress concentration point.

3. this structure can significantly be improved the service behaviour of short steeve 2, thereby extends its application life.Its reason can be expressed as: short steeve 2 is often short due to its length, stressed complexity and cause greatly shorten with respect to other suspension rod on same seat bridge its application life.For short steeve 2 these performance deficiencies, the present invention is by the every complete diaphragm 3 that passes through its position place of suspension rod 2 on bridge, and be anchored in 3 ends of diaphragm, be compared to the suspension rod arrangement of similar other structure, the length of every suspension rod 2 is all changed in various degree, thereby reach the object of improving short steeve 2 service behaviours.Be embodied in: to being positioned at the suspension rod 2 in span centre region, girder 5 structure heights corresponding due to its position are lower, so the length that class suspension rod 2 increases is shorter, its increment is less with respect to the original length proportion of suspension rod 2, be not 15.5%~17.9% not etc., the change of suspension rod 2 length is not obvious on suspension rod 2 service behaviours impacts.In contrast, for the short steeve 2 near arch springing region, girder 5 structure heights corresponding due to its position are higher, suspension rod 2 needs to increase longer, so its increment is very considerable with respect to the original length of this type of suspension rod, as its length increment of the suspension rod at arch springing place accounts for its former length of boom 89.3%, adjacent suspension rod is 45.5%, and the change of visible short steeve length is very remarkable on the impact of its service behaviour.

4. this structure can significantly reduce this type of greatly across girder 5 width of single line bridge, makes girder 5 reasonable structural arrangement compactnesses, and effective control structure scale, reduces construction investment.

5. outside, choose diaphragm 3 structures and can hide suspension rod 2 lower end ground tackles, the ground tackle that is beneficial to the bridge period of service protects for a long time.

Claims (4)

1. the anchoring process of a continuous beam arch combination bridge girder suspension rod, it is characterized in that first interval, corresponding described suspension rod place arranges diaphragm in described girder, described diaphragm is fixedly connected with setting along girder web plate one side, between the described diaphragm being fixedly connected with and girder web plate, contact surface height is not less than 1/2nd of girder web plate height, its post tensioning suspension rod, make the end portion of described suspension rod run through girder ala lateralis listrium and described diaphragm to be exposed to the part of web outside, finally the end portion of described suspension rod is anchored in to described diaphragm bottom surface by ground tackle.
2. the anchoring process of a kind of continuous beam arch combination bridge girder suspension rod according to claim 1, is characterized in that between described diaphragm and girder coxostermum, contact surface height is identical with girder web plate height.
3. the anchoring process of a kind of continuous beam arch combination bridge girder suspension rod according to claim 1, is characterized in that two side bottom Hanger Anchor Gu Chu of described diaphragm offer groove, in order to go along with sb. to guard him described suspension rod and ground tackle thereof.
4. the anchoring process of a kind of continuous beam arch combination bridge girder suspension rod according to claim 1, is characterized in that described suspension rod lower end is anchored in the structure employing Demountable of diaphragm bottom.
CN201210415788.3A 2012-10-26 2012-10-26 Anchoring method of girder suspender of continuous camber composite bridge CN102877417B (en)

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CN102877417B true CN102877417B (en) 2014-12-03

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KR100522170B1 (en) * 2000-06-08 2005-10-18 구민세 Method of constructing simple and continuous composite bridges
JP3908642B2 (en) * 2002-10-15 2007-04-25 新日本製鐵株式会社 Composite panel structure and panel bridge structure and construction method of continuous composite girder bridge
CN101260649B (en) * 2008-04-21 2012-02-15 上海市政工程设计研究总院 Steel-concrete composite structure continuous beam bridge construction method
CN101550675B (en) * 2009-04-22 2010-12-29 东南大学 Corrugated steel ventral shield preflex composite beam and construction method thereof
JP5693869B2 (en) * 2010-03-30 2015-04-01 西松建設株式会社 Bridge girder construction method

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