CN100465377C - Baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge and construction method thereof - Google Patents
Baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge and construction method thereof Download PDFInfo
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- CN100465377C CN100465377C CNB2006101673184A CN200610167318A CN100465377C CN 100465377 C CN100465377 C CN 100465377C CN B2006101673184 A CNB2006101673184 A CN B2006101673184A CN 200610167318 A CN200610167318 A CN 200610167318A CN 100465377 C CN100465377 C CN 100465377C
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Abstract
The present invention belongs to the field of civil engineering bridge technology, and relates to a baseplate ropes horizontally-arranged prestressed concrete non-uniform box beam bridge. It is characterized by that in the position of midspan baseplate which is correspondent to the beam height in the box beam interior a horizontal anchor plate is set longitudinally, said horizontal anchor plate and box beam baseplate are combined into one body, the thickness of said horizontal anchor plate is identical to that of midspan baseplate, the baseplate ropes are arranged in the horizontal anchor plate interior, and said horizontal anchor plate and box beam can be cast in-situ together. Said invention can raise durability of the bridge and can greatly raise crossing capacity of said bridge.
Description
Technical field
This invention belongs to civil engineering bridge technology field, relates in particular to a kind of baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge, with and job practices.
Background technology
Much more striding prestress concrete variable cross-section box girder bridge greatly is the bridge type that extensively adopts at present, to see with continuous beam and continuous rigid frame bridge, often adopts the construction of Hanging Basket cast-in-place cantilever method.Be a kind of structural representation of continuous rigid frame bridge as shown in Figure 1, girder and base plate 1 thereof are arch between the bridge pier 6, and the deck-molding height of span centre is less than the fulcrum deck-molding at bridge pier 6 places.
Extremely shown in Figure 4 as Fig. 2, the section form that this variable cross-section box girder bridge is commonly used at present is the single box single chamber cross section, because stressed needs, deck-molding is continued to increase to the fulcrum cross section by span centre L/2 cross section, cause base plate 1 lower edge facade to overarch, to bridge pier 6 place's cantilever root fulcrum directions, case chamber headroom strengthens by span centre, and deck-molding strengthens, base plate 1 is thickening gradually also, web 2 is being thickeied near the fulcrum cross section is local, and base plate 1 facade is an arch, and base plate 1 clean ratio of rise to span is 1/12.7.Sawtooth piece 3 is used for anchoring positive bending moment rope.
Extremely shown in Figure 10 as Fig. 8, because the positive bending moment rope is arranged in the base plate 1, so the positive bending moment rope often is called base plate rope 5, because the facade of base plate 1 is an arch, this structure is arranged and is caused the facade of base plate rope 5 also to overarch, because base plate rope 5 is anchored on the sawtooth piece 3 by stretch-draw and its two ends, is certainly led to downward radial load by the base plate rope 5 of stretch-draw.When bridge span directly increases, prior art is to adopt measures such as increasing deck-molding, thickening base plate 1, thickening web 2, increase arrangement of reinforcement, and increase deck-molding, increase arrangement of reinforcement, the radial load of base plate rope 5 further strengthens, this structure is unreasonable to cause stressed disadvantageous problem, the big more this problem in footpath of striding of bridge is serious more, is restricting the development of such bridge.Specifically, the major defect of prior art base plate rope layout shows:
(1) arch floor rope 5 downward radial loads produce along bridge in associated floor 1 position to shearing force, because span centre section base plate 1 is thinner, be generally 25～40cm, transverse reinforcement is by the structure configuration, the downward radial load of base plate rope 5 is excessive then easily to cause span centre section base plates 1 to occur along bridge to shear crack, serious causes bridge base plate 1 destruction of bursting apart.
(2) base plate rope 5 downward radial loads also directly cause respective section web 2 tensions, easily cause web 2 the principal tensile stress crack to occur, usually L/4 cross section to L/2 cross section this type of disease of scope is more common, relevant therewith, general L/4 cross section to L/2 cross section scope deck-molding is less, vertical prestressing control difficulty is big, if vertical effective prestress is unreliable, can aggravate disease.
(3) because base plate rope 5 need be anchored at the junction of web 2 and base plate 1 to shorten the power transmission route because of the structure requirement, to long-span bridge beam base plate rope 5 anchorage zones usually by near the span centre along reaching near the L/8 cross section, the positive bending moment district of variable cross-section box girder bridge of striding cast-in-place cantilever method construction greatly is usually between L/4 cross section to span centre L/2 cross section, span centre L/2 section maximum, positive bending moment is generally very little or be hogging moment near the L/8 cross section, need with anchoring structure for guaranteeing that span centre positive bending moment is stressed, the base plate rope 5 that is arranged between L/4 cross section to L/8 cross section is misfitted with this section is stressed, the L/4 cross section cuts section bar tall and big to L/8, eccentric throw is big, and produce downward radial load maximum, so negative interaction is big.
(4) base plate rope 5 downward radial loads directly cause the span centre downwarp.
(5) location of the base plate rope 5 of arch is difficult, and it is wayward to construct, and the loss of prestress of curve rope is big, and is uneconomical.
Summary of the invention
At the defective and the deficiency of prior art, the object of the present invention is to provide a kind ofly not produce that downward radial load, structure are stressed rationally, the baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge structure of easy construction.
Second purpose of the present invention also is to provide a kind of job practices of baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge.
In order to realize first purpose of the present invention, technical scheme is as follows: a kind of baseboard cable horizontal is arranged strides prestress concrete variable cross-section box girder bridge greatly, comprise bridge pier 6, the base plate 1 of case beam, web 2 and base plate rope 5, it is characterized in that: span centre base plate 1 respective beam high position in described case beam, horizontal anchor plate 4 longitudinally is set, combine together at described horizontal anchor plate 4 of span centre L/2 cross section to 3L/8 cross section section and case beam base plate 1, separate with base plate 1 all the other positions, described base plate rope 5 is arranged in the horizontal anchor plate 4, on the horizontal anchor plate 4 of base plate rope 5 stretch-draw anchor positions, the sawtooth piece is set, described base plate rope 5 stretch-draw anchor ends bend up in the case at sawtooth piece 3 places, and longitudinally symmetrically stretch-draw anchor on described sawtooth piece 3.
Described horizontal anchor plate 4 can extend to bridge pier 6 places and pass pier top diaphragm 7 and be connected as a single entity with adjacent horizontal anchor plate 4 of striding, and also can stop near last sawtooth piece 3 place of bridge pier 6 sides and in horizontal anchor plate 4 rear ends safety barrier is being set.
In order to realize second purpose of the present invention, adopt following solution: the job practices of striding prestress concrete variable cross-section box girder bridge greatly that a kind of baseboard cable horizontal is arranged, bridge adopts the construction of Hanging Basket cast-in-place cantilever method, it is characterized in that: horizontal anchor plate and box girder segment are cast-in-place together, or postpone a construction stage, cast-in-place on support or suspension bracket, described horizontal anchor plate (4) vertically is arranged on the position of the corresponding deck-molding of span centre base plate (1) in the case beam along the case beam, and base plate rope (5) is arranged in the described horizontal anchor plate (4).
Compare with existing structure of striding prestress concrete variable cross-section box girder bridge greatly, the main beneficial effect of the present invention is:
(1) owing to is provided with horizontal anchor plate, and the base plate rope is arranged in the horizontal anchor plate, make that span centre positive bending moment base plate rope of the present invention is a horizontal arrangement, eliminated the downward radial load of prior art span centre positive bending moment rope, solved and striden the downward radial load of footpath variable cross-section box girder bridge span centre positive bending moment rope greatly with striding the difficult problem that the footpath continues to increase, can effectively solve the downwarp that suitable bridge that the variable cross-section box girder bridge span centre base plate that caused by radial load is prone to generally occurs to crack, span centre, the principal tensile stress crack problem that web is prone to.
(2) base plate rope of the present invention is arranged in the horizontal anchor plate, coincide with the moment of flexure envelope diagram of striding prestress concrete variable cross-section box girder bridge greatly that adopts cantilever-construction, stressed reasonable, can overcome the bigger positive bending moment in span centre L/2 cross section to 3L/8 cross section, near all less L/4 cross section of positive hogging moment,, near the L/8 cross section, can resist the part hogging moment near central compression.
(3) bridge base plate rope of the present invention is arranged in the horizontal anchor plate, has simplified the structure design and the construction of prior art base plate, has improved bottom slab stress.
(4) bridge baseboard cable horizontal of the present invention is arranged in the anchor plate, and loss of prestress is little, and construction is easy to control, good economy performance.
(5) bridge of the present invention can adopt the construction of prior art cast-in-place cantilever method, and horizontal anchor plate can be cast-in-place with box girder segment cantilever together during construction, and for alleviating Hanging Basket cantilever pouring weight, it is cast-in-place on support or suspension bracket that horizontal anchor plate also can be postponed a construction stage.
Description of drawings
Fig. 1 is for striding prestress concrete variable cross-section box girder bridge facade arrangement diagram greatly.
Figure 2 shows that prior art strides the prestress concrete variable cross-section box girder bridge constructional drawing greatly.
Fig. 3 is the A-A sectional view of Fig. 2.
Fig. 4 is the B-B sectional view of Fig. 2.
Fig. 5 strides the prestress concrete variable cross-section box girder bridge constructional drawing greatly for what baseboard cable horizontal of the present invention was arranged.
Fig. 6 is the A-A sectional view of Fig. 5.
Fig. 7 is the B-B sectional view of Fig. 5.
Fig. 8 strides the vertical arrangement diagram of prestress concrete variable cross-section box girder bridge cable wire greatly for prior art.
Fig. 9 is the A-A sectional view of Fig. 8.
Figure 10 is the B-B sectional view of Fig. 8.
Figure 11 strides the vertical arrangement diagram of prestress concrete variable cross-section box girder bridge cable wire greatly for what baseboard cable horizontal of the present invention was arranged.
Figure 12 is the A-A sectional view of Figure 11.
Figure 13 is the B-B sectional view of Figure 11.
Among the figure: 1, base plate, 2, web, 3, the sawtooth piece, 4, horizontal anchor plate, 5, the base plate rope, 6, bridge pier, 7, pier top diaphragm.
The specific embodiment
The present invention is described in further detail below in conjunction with drawings and the specific embodiments.
Baseboard cable horizontal of the present invention is arranged strides the prestress concrete variable cross-section box girder bridge structure greatly, extremely shown in Figure 7 as Fig. 5, comprise bridge pier 6 and the case beam that constitutes by top board, base plate 1 and web 2, it is span centre base plate 1 respective beam high position in the case beam, horizontal anchor plate 4 longitudinally is set, horizontal anchor plate 4 of section and case beam base plate 1 combine together near span centre L/2 cross section to the 3L/8 cross section, separate with base plate 1 all the other positions, the thickness of horizontal anchor plate 4 is consistent with span centre base plate 1, is generally 25～40cm.Extremely shown in Figure 13 as Figure 11, base plate rope 5 is arranged in the horizontal anchor plate 4, on the horizontal anchor plate 4 of base plate rope 5 stretch-draw anchor positions, sawtooth piece 3 is set, base plate rope 5 stretch-draw anchor ends bend up in the case at sawtooth piece 3 places, after the case beam closed up, symmetrical stretch-draw base plate rope 5 also was anchored on the respective saw teeth piece 3 its two ends symmetrically.
Horizontal anchor plate 4 can extend to bridge pier 6 places as shown in Figure 5 and pass pier top diaphragm 7 and be connected as a single entity with adjacent horizontal anchor plate 4 of striding, and also can stop near last sawtooth piece 3 place of bridge pier 6 sides and in horizontal anchor plate 4 rear ends safety barrier is being set.
Its job practices is: bridge adopts the construction of Hanging Basket cast-in-place cantilever method, horizontal anchor plate 4 can be cast-in-place with box girder segment cantilever together during construction, for alleviating Hanging Basket cantilever pouring weight, horizontal anchor plate 4 also can be postponed a construction stage, cast-in-place construction on support or suspension bracket.
As shown in figure 11, along whole box girder bridge vertically, base plate rope 5 is except that the part of sawtooth piece is passed at two ends, the part that is positioned at horizontal anchor plate 4 is a horizontal arrangement, downward radial load is 0, has therefore overcome the deficiency of the base plate strap of arch in the prior art.
Claims (7)
1, a kind of baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge, comprise bridge pier, the base plate of case beam, web and base plate rope, it is characterized in that: the position of the corresponding deck-molding of span centre base plate (1) in described case beam, along the case beam horizontal anchor plate (4) is set vertically, at span centre L/2 cross section to 3L/8 cross section section, described horizontal anchor plate (4) and case beam base plate (1) combine together, separate with base plate (1) all the other positions, the thickness of horizontal anchor plate (4) is consistent with the span centre base plate, described base plate rope (5) is arranged in the horizontal anchor plate (4), on the horizontal anchor plate (4) of base plate rope (5) stretch-draw anchor position, sawtooth piece (3) is set, base plate rope (5) stretch-draw anchor end is located to bend up in the case at sawtooth piece (3), and along the case beam vertically symmetrically stretch-draw anchor on described sawtooth piece (3).
2, baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge according to claim 1 is characterized in that: described horizontal anchor plate (4) extends to bridge pier (6) and locates and pass pier top diaphragm (7) and adjacent horizontal anchor plate (4) of striding and be connected as a single entity.
3, baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge according to claim 1 is characterized in that: described horizontal anchor plate (4) is being located termination and in horizontal anchor plate (4) rear end safety barrier is being set near last sawtooth piece (3) of bridge pier (6) side.
4, according to described baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge one of in the claim 1 to 3, it is characterized in that: the transverse structure reinforcing bar of described horizontal anchor plate (4) is located to bend up and and the vertical reinforcement firm welding of described web (2) at web (2).
5, baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge according to claim 4 is characterized in that: the L/2 cross section is provided with horizontal ribs to the horizontal anchor plate (4) of 3L/8 section in the case girder span.
6, baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge according to claim 5 is characterized in that: apply transverse prestress on described horizontal ribs.
7, a kind of job practices of baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge, it is characterized in that: bridge adopts the construction of Hanging Basket cast-in-place cantilever method, cantilever is cast-in-place together for horizontal anchor plate (4) and box girder segment during construction, or horizontal anchor plate (4) is postponed a construction stage, cast-in-place construction on support or suspension bracket, described horizontal anchor plate (4) vertically is arranged on the position of the corresponding deck-molding of span centre base plate (1) in the case beam along the case beam, and base plate rope (5) is arranged in the described horizontal anchor plate (4).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006101673184A CN100465377C (en) | 2006-12-27 | 2006-12-27 | Baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006101673184A CN100465377C (en) | 2006-12-27 | 2006-12-27 | Baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge and construction method thereof |
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| CN1974930A CN1974930A (en) | 2007-06-06 |
| CN100465377C true CN100465377C (en) | 2009-03-04 |
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| CNB2006101673184A Expired - Fee Related CN100465377C (en) | 2006-12-27 | 2006-12-27 | Baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge and construction method thereof |
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Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101586330B (en) * | 2008-05-22 | 2011-01-26 | 中铁十一局集团第一工程有限公司 | Receding construction method of cradle of continuous girder bridge made of prestressing concrete |
| CN103132447B (en) * | 2013-01-09 | 2015-03-18 | 重庆交通大学 | Prestressed concrete variable cross-section box bridge |
| CN103031804B (en) * | 2013-01-09 | 2015-04-08 | 重庆交通大学 | Slant leg rigid frame built-in prestressed concrete variable cross-section box girder bridge and construction method thereof |
| CN103233421B (en) * | 2013-05-08 | 2015-06-17 | 重庆交通大学 | Pre-stressed concrete variable cross-section box girder bridge and construction method thereof |
| CN104389273B (en) * | 2014-12-04 | 2016-03-02 | 中铁二十三局集团有限公司 | Cantilever pouring continuous beam linear control method |
| CN105862601B (en) * | 2016-05-13 | 2017-12-12 | 铁道第三勘察设计院集团有限公司 | A kind of method that T structures bridge reduces hogging moment |
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| JPH10140525A (en) * | 1996-11-07 | 1998-05-26 | Sumitomo Constr Co Ltd | Bridge girder |
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Patent Citations (7)
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| JPH10140525A (en) * | 1996-11-07 | 1998-05-26 | Sumitomo Constr Co Ltd | Bridge girder |
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| JP2006052573A (en) * | 2004-08-11 | 2006-02-23 | Oriental Construction Co Ltd | Method of overhangingly erecting bridge, and diagonal member anchoring structure for use therein |
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