CN203256627U - Continuously-transforming structure of existing simply-supporting hollow plate girder bridge - Google Patents
Continuously-transforming structure of existing simply-supporting hollow plate girder bridge Download PDFInfo
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- CN203256627U CN203256627U CN 201320215442 CN201320215442U CN203256627U CN 203256627 U CN203256627 U CN 203256627U CN 201320215442 CN201320215442 CN 201320215442 CN 201320215442 U CN201320215442 U CN 201320215442U CN 203256627 U CN203256627 U CN 203256627U
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Abstract
The utility model relates to a continuously-transforming structure of an existing simply-supporting hollow plate girder bridge. The continuously-transforming structure of the existing simply-supporting hollow plate girder bridge comprises hollow plates of the existing simply-supporting hollow plate and a bridge pier of the existing simply-supporting hollow plate girder bridge, parts of top plates and webs of two adjacent hollow plates at the top of the bridge pier are removed in a chiseling mode respectively in the direction of the bridge, a Y-shaped seam is formed between end portions of the two hollow plates after parts of the top plates and webs of the two hollow plates are removed in a chiseling mode, a reinforcing steel bar is arranged in the Y-shaped seam, concrete is poured on the steel bar to form a continuous section which connects the two hollow plates, and pouring bridge deck pavement is poured on the two hollow plates and the continuous section again. According to the continuously-transforming structure of the existing simply-supporting hollow plate girder bridge, a feasible and effective instruction method is provided for continuous transforming of the existing simply-supporting hollow plate girder bridge, troublesome construction brought by the adoption of prestressing force is avoided, and occurrence of cracks can be effectively avoided, integrality is good, and the continuously-transforming structure of the existing simply-supporting hollow plate girder bridge is not only good in anti-seismic effect when an earthquake happens, but also is good in beam-falling-resisting effect, and has the advantages of being simple and convenient to construct and strong in durability.
Description
Technical field
The utility model relates to the building building technology field, the structure that especially a kind of existing freely-supported Hollow Slab Beam Bridge serialization is transformed.
Background technology
Simply supported girder bridge belongs to statically determinate structrue, and it has stressed clear and definite, simple structure, easy construction, maintenance easily and the differential settlement of ground does not produce the characteristics such as additional internal force, applicable to the relatively relatively poor situation of geological conditions.The hollowcore slab simply supported girder bridge is built more in China, the porous simply supported girder bridge is the malformation that adaptive temperature changes and load action causes, usually on each bridge pier (platform) shrinkage joint will be set.Bridge expanssion joint is to be subject to most in the bridge construction to destroy and difficult position of repairing.China units concerned will once be investigated the present situation of its 242 bridge block expansion gap devices of administering at the beginning of 1989 end of the year to nineteen ninety, and what investigation result demonstration bridge expansion joint installation was intact is 62, only account for 26% of investigation sum, and the extent of damage is quite serious.The destruction at shrinkage joint will be reduced globality and the continuity of bridge floor to a great extent, causes very large vehicular impact load, worsens driving condition and traffic safety, and the application life of sharply reducing bridge.
In order to make bridge construction have preferably continuously performance, late 1970s has the people to propose the idea of " simply supported girder bridge serialization ".Simply supported girder bridge not only can effectively reduce or eliminate the shrinkage joint after serialization, obtain long continuous deck, but also have dead load freely-supported, the continuous design feature of mobile load.The building method of present existing realization simply supported girder bridge serialization comprises: bridge floor (plate) continuously, bridge floor (plate) continuously+wet seam and bridge floor (plate) continuously+wet seam+prestressing force etc.Though front two kinds of building methods can improve the phenomenon of bearing place bridge floor cracking to a certain extent, but because the continuous space of connector area is less, and the tensile strength of packing material (such as concrete) is lower, therefore can't fundamentally resist the continuously rear hogging moment effect that produces in the joint of simply supported beam, namely can cause equally the cracking of bridge floor; And bridge floor (plate) is though continuous+wet seam+prestressed building method can be avoided by applying local prestressing force the cracking of bridge floor, but the method construction is complicated, apply among a small circle prestressing force and cause easily stress raisers, loss of prestress is also larger, and is used for relatively difficulty of old bridge transformation.
The utility model content
The deficiency that lacks the serialization modification measures in order to overcome existing freely-supported Hollow Slab Beam Bridge, technical problem to be solved in the utility model provide the structure that a kind of existing freely-supported Hollow Slab Beam Bridge serialization is transformed.
In order to solve the problems of the technologies described above, the technical solution of the utility model is: the structure that a kind of existing freely-supported Hollow Slab Beam Bridge serialization is transformed, the hollowcore slab and the bridge pier that comprise existing freely-supported Hollow Slab Beam Bridge, adjacent two hollowcore slabs in described bridge pier top respectively along bridge to cutting part top board and part web, form a Y shape seam between two hollowcore slab ends after cutting, be laid with reinforcing bar and build concrete to form the continuous segment that connects two hollowcore slabs in the described Y shape seam, again build deck paving on described two hollowcore slabs and the continuous segment.
Further, the length that cuts between described two hollowcore slab top boards is m, and the m value is the scope that hogging moment is arranged at continuous rear abutment top.
Further, described two hollowcore slab web upper ends cut the height value be top board to the distance of the stressed axis of hollowcore slab, described two hollowcore slab web upper ends along bridge to the length value that cuts be to cut height and cut length to form 1:3 gradient gradual transition to the distance of top board.
Further, the cutting of described two hollowcore slab web bottoms highly equals the height that cuts of upper end, described two hollowcore slab web bottoms along bridge to the length value that cuts be to cut height and cut length to form 1:3 gradient gradual transition to the distance of base plate.
Further, the width that cuts of described two hollowcore slab web both side ends is T=B/4, B is the hollowcore slab width of main beam, and the length value that cuts of described two hollowcore slab web both side ends is to cut width and cut the distance of length formation 1:4 gradient gradual transition to hollowcore slab web both sides.
All keep original reinforcing bar when further, described two hollowcore slabs cut part top board and part web.
Further, between described two blocks of hollowcore slab webs along bridge to the length of building be n=2H, H is hollowcore slab girder height.
Further, described reinforcing bar comprises connecting reinforcement, negative reinforcement and stirrup.
Further, described concrete is slightly expanded concrete.
Compared with prior art, the utlity model has following beneficial effect: the structure of this existing freely-supported Hollow Slab Beam Bridge serialization transformation provides feasible, effective guidance method for existing freely-supported blank board bridge serialization transformation, can avoid loaded down with trivial details construction because adopt prestressing force bring along bridge to serialization by the method, and can effectively avoid the appearance in crack, girder can be held together continuously by top board, globality is relatively good.Because good integrity, therefore anti seismic efficiency is relatively good when earthquake occurs; And the girder falling effect is also relatively good, has the advantages such as construction is simple and convenient, durability is strong, improvement cost is lower.
Below in conjunction with the drawings and specific embodiments the utility model is described in further detail.
Description of drawings
Fig. 1 is the elevation of existing freely-supported Hollow Slab Beam Bridge.
Elevation when Fig. 2 is existing freely-supported Hollow Slab Beam Bridge serialization arrangement of reinforcement.
Fig. 3 is the profile at a-a place among Fig. 2.
Fig. 4 is the profile at b-b place among Fig. 2.
Fig. 5 is the profile at c-c place among Fig. 2.
Fig. 6 is the improved elevation of existing freely-supported Hollow Slab Beam Bridge serialization.
Fig. 7 is the profile at d-d place among Fig. 6.
Fig. 8 is the profile at e-e place among Fig. 6.
Fig. 9 is the profile at f-f place among Fig. 6.
1-hollowcore slab among the figure, 11-top board, 12-web, the stressed axis of 13-, 14-base plate, 2-bridge pier, 3-deck paving, 4-shrinkage joint, 5-Y shape seam, 6-mortar, 7-dowel, 8-negative reinforcement, 9-stirrup, 10-continuous segment, 15-U shape anchor bar.
The specific embodiment
Shown in Fig. 1 ~ 9, the structure that a kind of existing freely-supported Hollow Slab Beam Bridge serialization is transformed, the hollowcore slab 1 and the bridge pier 2 that comprise existing freely-supported Hollow Slab Beam Bridge, adjacent two hollowcore slabs 1 in described bridge pier 2 tops respectively along bridge to cutting part top board 11 and part web 12, form a Y shape seam 5 between two hollowcore slab 1 ends after cutting, be laid with reinforcing bar and build concrete to form the continuous segment 10 that connects two hollowcore slabs 1 in the described Y shape seam 5, again build deck paving 3 on described two hollowcore slabs 1 and the continuous segment 10.
In the present embodiment, the length that cuts between described two hollowcore slabs, 1 top board 11 is m, and the m value is the scope that hogging moment is arranged at continuous rear abutment 2 tops.Described two hollowcore slabs, 1 web 12 upper ends cut the height value be top board 11 to the distance of hollowcore slab 1 stressed axis, described two hollowcore slabs, 1 web 12 upper ends along bridge to the length value that cuts be to cut height and cut length to form 1:3 gradient gradual transition to the distance of top board.The cutting of described two hollowcore slab web bottoms highly equals the height that cuts of upper end, described two hollowcore slab web bottoms along bridge to the length value that cuts be to cut height and cut length to form 1:3 gradient gradual transition to the distance of base plate.The width that cuts of described two hollowcore slab web both side ends is T=B/4, B is the hollowcore slab width of main beam, and the length value that cuts of described two hollowcore slab web both side ends is to cut width and cut the distance of length formation 1:4 gradient gradual transition to hollowcore slab web both sides.Described two hollowcore slabs 1 all keep original reinforcing bar when cutting part top board 11 and part web 12.Between described two hollowcore slabs, 1 web 12 along bridge to the length of building be n=2H, H is hollowcore slab girder height.
In the present embodiment, described reinforcing bar comprises connecting reinforcement, negative reinforcement 8 and stirrup 9, and described concrete is slightly expanded concrete.
In the present embodiment, the job practices that this existing freely-supported Hollow Slab Beam Bridge serialization is transformed, carry out according to the following steps:
(1) cuts existing deck paving: cut the deck paving 3 of existing freely-supported Hollow Slab Beam Bridge, carry out safety measure when cutting to avoid hollowcore slab 1 injury;
(2) cut the part hollowcore slab: the part top board 11 and the part web 12 that cut hollowcore slab 1 by designing requirement, should calculate before cutting when hollowcore slab 1 cuts part top board 11 and part web 12 and whether satisfy naked beam stress requirement to determine whether the needs stent support, form a Y shape seam 5 between two hollowcore slab 1 ends after cutting, should keep original reinforcing bar after cutting so that follow-up colligation welded reinforcement;
(3) build continuous segment: mortar 6 is built with the convenient follow-up template of setting up in the bottom between two adjacent hollowcore slabs 1, set up template at the top board 11 that cuts and web 12 positions, stitch 5 interior laying dowels 7, colligation negative reinforcement 8 and stirrup 9 at Y shape, and stitch 5 interior monobloc cast concrete to form the continuous segment 10 that connects two hollowcore slabs 1 toward Y shape;
(4) again build deck paving: build front abundant plucking concrete interface, between hollowcore slab 1 top board 11 and deck paving 3, implant U-shaped anchor bar 15, so that continuous improved hollow slab bridge panel and hollowcore slab 1 are stressed better, on two hollowcore slabs 1 and continuous segment 10, again build deck paving 3.
In step (2), the length that cuts between described two hollowcore slabs, 1 top board 11 is m, and the m value is the scope that hogging moment is arranged at continuous rear abutment 2 tops; Should cut in strict accordance with jumping the position when cutting part top board 11, the reply key position carries out strain, stress monitoring during construction, should stop construction if note abnormalities; Should keep original reinforcing bar after cutting part top board 11, so that follow-up reinforcing bar binding.
In step (2), described two hollowcore slabs, 1 web 12 upper ends cut the height value be top board 11 to the distance of hollowcore slab 1 stressed axis, described two hollowcore slabs, 1 web 12 upper ends along bridge to the length value that cuts be to cut height and cut length to form 1:3 gradient gradual transition to the distance of top board.In order to resist positive bending moment and to avoid stress to concentrate, the cutting of described two hollowcore slab web bottoms highly equals the height that cuts of upper end, described two hollowcore slab web bottoms along bridge to the length value that cuts be to cut height and cut length to form 1:3 gradient gradual transition to the distance of base plate.The wet seam in described bridge pier 2 tops and hollowcore slab 1 top board 11 adopt gradual change height section to increase the shear stiffness of this position, negative reinforcement 8 are set to improve the moment of flexure supporting capacity in this gradual change height section.
In step (2), in order to increase the effective web width of hollowcore slab and then to increase shear resistant capacity, the width that cuts of described two hollowcore slab web both side ends is T=B/4, B is the hollowcore slab width of main beam, and the length value that cuts of described two hollowcore slab web both side ends is to cut width and cut the distance of length formation 1:4 gradient gradual transition to hollowcore slab web both sides.
In step (3), between described two hollowcore slabs, 1 web 12 along bridge to build length namely wet seam to build length be n=2H, H is hollowcore slab girder height; Process in the end dabbing before building, and implant connecting reinforcement; Wet seam bottom is provided with reinforcing bar, can increase the rigidity of continuous segment.
In step (3), in order to make better co-operation of new-old concrete, implant connecting reinforcement at the new-old concrete intersection.By setting up template at web 12 and top board 11 places, the colligation welded reinforcement, common concreting is an integral body to increase holistic resistant behavior.For the difference of the shrinkage and creep that reduces new-old concrete, it is slightly expanded concrete that hollowcore slab 1 cuts the concrete that part builds.
In step (4), described deck paving 3 adopts the high performance concrete of some tensions, for example polypropylene fiber concrete.
The utility model is not limited to above-mentioned preferred forms, and anyone can draw other various forms of existing freely-supported Hollow Slab Beam Bridge serialization forms of modification under enlightenment of the present utility model.All equalizations of doing according to the utility model claim change and modify, and all should belong to covering scope of the present utility model.
Claims (9)
1. structure that existing freely-supported Hollow Slab Beam Bridge serialization is transformed, the hollowcore slab and the bridge pier that comprise existing freely-supported Hollow Slab Beam Bridge, it is characterized in that: adjacent two hollowcore slabs in described bridge pier top respectively along bridge to cutting part top board and part web, form a Y shape seam between two hollowcore slab ends after cutting, be laid with reinforcing bar and build concrete to form the continuous segment that connects two hollowcore slabs in the described Y shape seam, again build deck paving on described two hollowcore slabs and the continuous segment.
2. the structure transformed of a kind of existing freely-supported Hollow Slab Beam Bridge serialization according to claim 1, it is characterized in that: the length that cuts between described two hollowcore slab top boards is m, and the m value is the scope that hogging moment is arranged at continuous rear abutment top.
3. the structure transformed of a kind of existing freely-supported Hollow Slab Beam Bridge serialization according to claim 1 and 2, it is characterized in that: described two hollowcore slab web upper ends cut the height value be top board to the distance of the stressed axis of hollowcore slab, described two hollowcore slab web upper ends along bridge to the length value that cuts be to cut height and cut length to form 1:3 gradient gradual transition to the distance of top board.
4. the structure transformed of a kind of existing freely-supported Hollow Slab Beam Bridge serialization according to claim 3, it is characterized in that: the cutting of described two hollowcore slab web bottoms highly equals the height that cuts of upper end, described two hollowcore slab web bottoms along bridge to the length value that cuts be to cut height and cut length to form 1:3 gradient gradual transition to the distance of base plate.
5. the structure transformed of a kind of existing freely-supported Hollow Slab Beam Bridge serialization according to claim 4, it is characterized in that: the width that cuts of described two hollowcore slab web both side ends is T=B/4, B is the hollowcore slab width of main beam, and the length value that cuts of described two hollowcore slab web both side ends is to cut width and cut the distance of length formation 1:4 gradient gradual transition to hollowcore slab web both sides.
6. the structure transformed of a kind of existing freely-supported Hollow Slab Beam Bridge serialization according to claim 1 is characterized in that: between described two blocks of hollowcore slab webs along bridge to the length of building be n=2H, H is hollowcore slab girder height.
7. the structure transformed of a kind of existing freely-supported Hollow Slab Beam Bridge serialization according to claim 1, it is characterized in that: described two hollowcore slabs all keep original reinforcing bar when cutting part top board and part web.
8. the structure transformed of a kind of existing freely-supported Hollow Slab Beam Bridge serialization according to claim 1, it is characterized in that: described reinforcing bar comprises connecting reinforcement, negative reinforcement and stirrup.
9. the structure transformed of a kind of existing freely-supported Hollow Slab Beam Bridge serialization according to claim 1, it is characterized in that: described concrete is slightly expanded concrete.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320215442 CN203256627U (en) | 2013-04-25 | 2013-04-25 | Continuously-transforming structure of existing simply-supporting hollow plate girder bridge |
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| CN 201320215442 CN203256627U (en) | 2013-04-25 | 2013-04-25 | Continuously-transforming structure of existing simply-supporting hollow plate girder bridge |
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| CN 201320215442 Expired - Fee Related CN203256627U (en) | 2013-04-25 | 2013-04-25 | Continuously-transforming structure of existing simply-supporting hollow plate girder bridge |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103205930A (en) * | 2013-04-25 | 2013-07-17 | 福州大学 | Structure for continuous transformation of existing simply supported hollow slab girder bridge and construction method of structure |
| CN106087782A (en) * | 2016-08-11 | 2016-11-09 | 宁波市交通规划设计研究院有限公司 | A kind of remodeling method of the floating bowstring arch bridge of bridge floor |
-
2013
- 2013-04-25 CN CN 201320215442 patent/CN203256627U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103205930A (en) * | 2013-04-25 | 2013-07-17 | 福州大学 | Structure for continuous transformation of existing simply supported hollow slab girder bridge and construction method of structure |
| CN103205930B (en) * | 2013-04-25 | 2015-06-03 | 福州大学 | Structure for continuous transformation of existing simply supported hollow slab girder bridge and construction method of structure |
| CN106087782A (en) * | 2016-08-11 | 2016-11-09 | 宁波市交通规划设计研究院有限公司 | A kind of remodeling method of the floating bowstring arch bridge of bridge floor |
| CN106087782B (en) * | 2016-08-11 | 2017-11-17 | 宁波市交通规划设计研究院有限公司 | A kind of remodeling method of bridge floor floating bowstring arch bridge |
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| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20131030 Termination date: 20160425 |