CN102877417A - 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
CN102877417A
CN102877417A CN2012104157883A CN201210415788A CN102877417A CN 102877417 A CN102877417 A CN 102877417A CN 2012104157883 A CN2012104157883 A CN 2012104157883A CN 201210415788 A CN201210415788 A CN 201210415788A CN 102877417 A CN102877417 A CN 102877417A
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China
Prior art keywords
girder
suspension rod
anchoring
diaphragm
suspender
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Application number
CN2012104157883A
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Chinese (zh)
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CN102877417B (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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Priority to CN201210415788.3A priority Critical patent/CN102877417B/en
Publication of CN102877417A publication Critical patent/CN102877417A/en
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Publication of CN102877417B publication Critical patent/CN102877417B/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 characteristics such as attractive in appearance of little, structure are disturbed in construction, it is a kind of novel bridge structure, recently obtained application at railroad bridges such as China's Lines for Passenger Transportation (two-wire), use but further be generalized in the single-track railway of speed per hour 160-200km/h, then solve being still waiting 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.
Anchor structure as for girder suspension rod place, as shown in Figure 1, present similar bridge construction adopts at the bottom of the girder frange plate more arranges concrete anchor block for the anchoring suspension rod with the web intersection, its defective is: at first, because this type of anchor block all is positioned at the bottom of the frange plate and the web intersection, concrete anchor block zone local pressure is very complicated after the suspension rod stretch-draw, and power transmission is indefinite, forms obvious stress and concentrates; Secondly, short steeve is often because its length is short, stressed complexity and cause greatly shorten with respect to other suspension rod on the same seat bridge its application life; Again, suspension rod exposes fully at its ground tackle of girder anchor point place, is unfavorable for the ground tackle protection.
Summary of the invention
The objective 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, the simultaneous tension suspension rod makes its lower end penetrate frange plate and the diaphragm of girder, be anchored in the diaphragm bottom surface, increase beam body lateral stiffness with this, improve simultaneously the stress performance of web and short steeve.
The object of the invention realizes being finished by following technical scheme:
A kind of anchoring process of continuous beam arch combination bridge girder suspension rod, it is characterized in that at 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, the contact surface height is not less than 1/2nd of girder web plate height between the described diaphragm that is fixedly connected with and the girder web plate, its post tensioning suspension rod, make the end portion of described suspension rod run through the part that girder ala lateralis listrium and described diaphragm are exposed to web outside, the end portion with described suspension rod is anchored in described diaphragm bottom surface by ground tackle at last.
The contact surface height is identical with the girder web plate height between described diaphragm and the girder coxostermum.
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 the diaphragm bottom adopts Demountable.
Advantage of the present invention is, but the lateral stiffness of this anchoring process Effective Raise girder improves the stress of suspension rod place girder frange plate, web, has improved simultaneously the working life of short steeve and has been conducive to the long-term protection of ground tackle, the main beam structure connection and reasonable arrangement is compact, has reduced construction investment.。
Description of 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 that suspension rod of the present invention is at the partial enlarged drawing of diaphragm bottom.
The specific embodiment
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:
Such as Fig. 2-5, mark 1-8 is respectively among the figure: 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 will be take canal, Hangzhoupro, the capital grand bridge of newly-built Suzhou to Huaian railway as example, and this bridge master bridge adopts the single line continuous beam arch combination structure of (62+132+62) m.
Shown in Fig. 2-5, be provided with the arch rib 1 that span is 132m at girder 5, suspension rod 2 suitable bridges are to spacing 8m, full-bridge is established 14 pairs of suspension rods 2 altogether, corresponding suspension rod 2 positions arrange diaphragm 3 and extend out to outside the web 8 of girder 5 both sides on girder 5, 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 the 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 pass 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, described groove be opened in ground tackle 4 around avoid exposing to the weather in order to the lower end of going along with sb. to guard him suspension rod 2 and ground tackle 4 and drench with rain; Wherein said ground tackle 4 adopts Demountable, convenient in the future replacing maintenance, and diaphragm 3 is provided with manhole 6, passes through for the inspection personnel.
Girder 5 is prestressed reinforced concrete construction, adopts the C55 concrete, and girder adopts the single box single chamber box section; And arch rib 1 adopts encased structures, effective span L=132m, and design rise f=22m, arch rib 1 steel pipe and batten plate adopt the Q345qD steel, fill C50 non-shrinkage concrete, two Pin arch ribs, 1 transverse pitch 7.2m in it; To spacing 8m, full-bridge is established 14 pairs of suspension rods to suspension rod 2 altogether along bridge.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 the 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 " job practices, but Specific construction step brief overview is: 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, assembly unit 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; The construction bridge deck; Finish the full-bridge construction.
Main feature of the present invention is: corresponding suspension rod 2 positions arrange diaphragm 3 and extend out to girder 5 web outside on concrete girder 5, and diaphragm 3 is along the elongated setting of deck-molding.Suspension rod 3 lower ends are passed girder 5 frange plates 7 and are chosen diaphragm 3 outward, and anchor is in diaphragm 3 bottom surfaces.Its advantage is:
But 1. these anchor structure Effective Raise girder 5 lateral stiffnesses, the improvement of this structural performance index is even more important for railroad bridge and the rail traffic bridge in the 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 passed girder 5 frange plates and are chosen diaphragm 3 rear anchors in diaphragm 3 bottom surfaces outward, this structure can directly be improved the stress of frange plate 7 and the web 8 of suspension rod 2 place's girders 5, its power transmission is clear and definite after suspension rod 2 stretch-draw, without obvious stress concentration point.
3. this structure can significantly be improved the service behaviour of short steeve 2, thereby prolongs its application life.Its reason can be expressed as: short steeve 2 is often because its length is short, stressed complexity and cause greatly shorten with respect to other suspension rod on the same seat bridge its application life.For short steeve 2 these performance deficiencies, the present invention is with every suspension rod 2 complete diaphragms 3 that pass through its place, position on the 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 purpose of improving short steeve 2 service behaviours.Be embodied in: to the suspension rod 2 that is positioned at the span centre zone, girder 5 structure heights corresponding owing to its position are lower, so the length that class suspension rod 2 increases is shorter, its increment is less with respect to suspension rod 2 original length proportions, be 15.5%~17.9% not wait, the change of suspension rod 2 length is not obvious on the impact of suspension rod 2 service behaviours.In contrast, for the short steeve 2 near the arch springing zone, girder 5 structure heights corresponding owing 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, its length increment of suspension rod such as the arch springing place accounts for its former length of boom 89.3%, and 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 girder of striding greatly the single line bridge 5 width, makes girder 5 reasonable structural arrangement compact, and effective control structure scale, the minimizing construction investment.
5. choose diaphragm 3 structures outside 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 at 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, the contact surface height is not less than 1/2nd of girder web plate height between the described diaphragm that is fixedly connected with and the girder web plate, its post tensioning suspension rod, make the end portion of described suspension rod run through the part that girder ala lateralis listrium and described diaphragm are exposed to web outside, the end portion with described suspension rod is anchored in described diaphragm bottom surface by ground tackle at last.
2. the anchoring process of a kind of continuous beam arch combination bridge girder suspension rod according to claim 1 is characterized in that the contact surface height is identical with the girder web plate height between described diaphragm and the girder coxostermum.
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 CN102877417B (en) 2014-12-03

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Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2002004224A (en) * 2000-06-08 2002-01-09 Min Se Koo Construction method of single span and multi span composite girder bridge
JP2004137686A (en) * 2002-10-15 2004-05-13 Nippon Steel Corp Composite panel structure, panel bridge structure and construction method for continuous composite girder bridge
CN101260649A (en) * 2008-04-21 2008-09-10 上海市政工程设计研究总院 Steel-concrete composite structure continuous beam bridge construction method
CN101550675A (en) * 2009-04-22 2009-10-07 东南大学 Corrugated steel ventral shield preflex composite beam and construction method thereof
JP2011208419A (en) * 2010-03-30 2011-10-20 Nishimatsu Constr Co Ltd Erection method of bridge girder

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2002004224A (en) * 2000-06-08 2002-01-09 Min Se Koo Construction method of single span and multi span composite girder bridge
JP2004137686A (en) * 2002-10-15 2004-05-13 Nippon Steel Corp Composite panel structure, panel bridge structure and construction method for continuous composite girder bridge
CN101260649A (en) * 2008-04-21 2008-09-10 上海市政工程设计研究总院 Steel-concrete composite structure continuous beam bridge construction method
CN101550675A (en) * 2009-04-22 2009-10-07 东南大学 Corrugated steel ventral shield preflex composite beam and construction method thereof
JP2011208419A (en) * 2010-03-30 2011-10-20 Nishimatsu Constr Co Ltd Erection method of bridge girder

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