CN2911000Y - Continuous combined bridge girder bridge - Google Patents
Continuous combined bridge girder bridge Download PDFInfo
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- CN2911000Y CN2911000Y CN 200620074460 CN200620074460U CN2911000Y CN 2911000 Y CN2911000 Y CN 2911000Y CN 200620074460 CN200620074460 CN 200620074460 CN 200620074460 U CN200620074460 U CN 200620074460U CN 2911000 Y CN2911000 Y CN 2911000Y
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- bridge
- girder
- reinforcing steel
- presstressed reinforcing
- prestressed
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Abstract
The utility model is to solve the inconvenience caused by the traditional construction forms of continuous beam bridge,provides a continuous bridge of beam and plate combination with the advantages of good mechanical properties, simple construction, lower costs. The features thereof are: arrangement of a temporary support to erect the prestress beam prefabricated, the horizontal continuity of the same-span prestress beams by pouring diaphragm,the vertical continuity of the different-span prestress beams by pouring bridge deck, arrangement of general steal bar and vertical prestressing tendon in the bridge deck,and the realization of continuous system when the temporary support is demolished at last. The utility model can realize the factory construction and assembly construction of bridge, greatly reduce the number of stent and loading weight in the process of construction, ensure the construction quality, enhance the efficiency and the safety and reliability of bridges, which can be widely applied to small and medium-sized continuous beam bridge system and is particularly applicable to the viaduct across clough regions.
Description
Technical field
The utility model relates to beam bridge, specifically beam slab continuous composite girder bridge.
Background technology
The section form that continuous girder bridge adopts usually is a box-type section, and the presstressed reinforcing steel in its positive bending moment section is arranged on the base plate or web of case beam, and the presstressed reinforcing steel in the negative moment area is arranged on the top board of case beam.Its corresponding job practices mainly contains rack construction method, cantilever-construction, by setting up method, mobile formwork method and incremental launching method etc. in the hole.
Rack construction is a mounting template, colligation and cage of reinforcement is installed on support, reserving hole channel, and at the scene concreting with apply prestressed job practices.Its shortcoming is to construct to be needed with a large amount of falseworks, and the duration is longer.
Cantilever-construction is to begin the job practices of symmetrically, constantly hanging spreading from bridge pier.The prestressed concrete continuous beam bridge adopts the method for cantilever construction to need to carry out the system conversion in construction.Therefore, in bridge design, to consider the stress state of work progress; Consider because system conversion and other factors cause the inferior internal force of structure.Simultaneously, the prestressed concrete continuous beam bridge is when cantilever construction, because Dun Liang hinge knot and can not bear moment of flexure, will take measures when making construction temporarily pier, beam consolidation, treats that at least one end closure of cantilever construction back recovers the structure previous status.The shortcoming of cantilever construction is that structure design and construction control are relatively complicated.
By the hole method of setting up is by the hole assembling, by hole cast in situs with by setting up in the hole, continuously a kind of method of construction.Need certain auxiliary equipment or powerful crane gear by the hole method of setting up,, be converted to continuous beam by simply supported beam or semi girder usually, also will experience the conversion that difference is striden several continuous beams for the continuous beam of multispan by also there being the system conversion in the work progress of hole.In addition, owing to be subjected to the restriction of auxiliary equipment and powerful elevating capacity, the bridge span footpath is unsuitable excessive by the hole erection construction.
The mobile formwork method is to finish whole operations of a bridge beam on movably support, template.After treating that concrete has sufficient intensity, tensioned prestressing bar, traversing carriage, template are carried out the construction of next Kong Liang.The mobile formwork method needs a whole set of equipment and accessory, also a whole set of mechanical and power equipment and automatic device need be arranged except that consuming great deal of steel, and therefore investment is big, preparation of construction and operate all more complicated.
Incremental launching construction is on the backstage along the bridge y direction prefabricated place to be set, precast beam stage by stage, and the beam body of prefabricated stage and construction being finished with the longitudinal prestressing muscle is linked to be integral body, then by the level jack application of force, with the beam body forward pushing tow go out prefabricated place, continue then to carry out the prefabricated of next sections, finish until construction in prefabricated place.The stress of beam changes greatly during incremental launching construction, and the construction stress state differs also more with runing stress state, therefore will satisfy construction and the requirement of runing load simultaneously when Cross section Design and prestressing tendon layout.
Summary of the invention
Order of the present utility model is: in order to solve the construction inconvenience that the traditional structural form of continuous girder bridge is brought, provide a kind of mechanical property good, construct simple and the lower beam slab continuous composite girder bridge of cost.
The structural design scheme of concrete beam slab continuous composite girder bridge is as follows:
Beam slab continuous composite girder bridge, comprise superstructure and substructure, its underpart structure is identical with conventional continuous girder bridge, it is characterized in that: described superstructure comprises prefabricated prestressed girder 1 in advance, be provided with diaphragm 4 between the same adjacent prestressed girder 1 of striding, except that abutment pier, the negative moment area in each Dun Ding both sides, the end face of adjacent two prestressed girders of striding 1 is equipped with negative moment area bridge deck 5, and the end face of the prestressed girder 1 of other position is equipped with positive bending moment section bridge deck 7;
Be provided with plural longitudinal holes in the prestressed girder 1, also be provided with two above longitudinal holes in the bridge deck 5 of negative moment area, in prestressed girder 1 corresponding longitudinal holes, wear the first kind presstressed reinforcing steel 2 and the second class presstressed reinforcing steel 3 respectively, the layout of the first kind presstressed reinforcing steel 2 and the second class presstressed reinforcing steel 3 is identical with general freely-supported prestressed girder, wherein the two ends of the second class presstressed reinforcing steel 3 are respectively after the top apart from certain position place, prestressed girder 1 two ends passes, continue to be located in the middle of the negative moment area bridge deck 5, and the negative moment area bridge deck 5 of final anchor two bridge pier correspondences about it respectively are in end that the neighbour strides; An end that is positioned at the second class presstressed reinforcing steel 3 of end bay is the end of anchor in prestressed girder 1;
Wear in a part of duct of negative moment area bridge deck 5 outside the aforesaid second class presstressed reinforcing steel 3, also need in remaining duct, to wear bridge deck longitudinal prestressing muscle 6.
The cross section of prestressed girder 1 is an I shape, or is the T type, or is box.
In order to improve lateral stiffness, be provided with the duct in the diaphragm 4, be provided with presstressed reinforcing steel in the duct.
Useful technique effect of the present utility model is embodied in several aspects:
1, the job practices of this beam slab continuous composite girder bridge is simple, has realized batch production, the assemblingization of bridge construction, has simplified working procedure, has guaranteed construction quality, has improved the security reliability of efficiency of construction and bridge.
2, the construction of this beam slab continuous composite girder bridge need not a large amount of supports, and has greatly alleviated lifting weight, therefore, is specially adapted to cross over the viaduct in deep valley area.
3, this beam slab continuous composite girder bridge has reduced deck joint, has reduced jolting in the vehicle ' process, has improved the level of comfort of driving.
4, the bearing capacity of this beam slab continuous composite girder bridge is bigger, can reduce sectional dimension, reduces deadweight, increases the footpath of striding of structure.
5, the form of structure of this beam slab continuous composite girder bridge can be widely used in medium and small continuous girder bridge system of striding the footpath.
Description of drawings
Fig. 1 strides one with 3 and is linked as example for the elevational schematic view of beam slab continuous composite girder bridge superstructure of the present invention.
Fig. 2 is the A-A sectional view of Fig. 1, is example with 5 beams of single span.
Fig. 3 is the B-B sectional view of Fig. 1, is example with 5 beams of single span.
The specific embodiment
Below in conjunction with accompanying drawing, the utility model is further described by embodiment.
Embodiment 1:
Stride one with 3 below and connect, 5 beams of single span are example, see Fig. 1, Fig. 2 and Fig. 3.
Beam slab continuous composite girder bridge comprises superstructure and substructure, and its underpart structure is identical with conventional continuous girder bridge.But as seen from Figure 1, its superstructure is prior prefabricated prestressed girder 1, except that abutment pier, negative moment area in each Dun Ding both sides, the top of adjacent two prestressed girders of striding 1 is cast-in-place negative moment area bridge deck 5, and the top of the prestressed girder 1 of other position is cast-in-place positive bending moment section bridge deck 7; By Fig. 2 and Fig. 3 as seen, the cross section of prestressed girder 1 is an I shape, has built diaphragm 4 between 5 same adjacent prestressed girders 1 of striding;
Be provided with plural longitudinal holes in the prestressed girder 1, also be provided with two above longitudinal holes in the bridge deck 5 of negative moment area, in prestressed girder 1 corresponding longitudinal holes, wear the first kind presstressed reinforcing steel 2 and the second class presstressed reinforcing steel 3 respectively, the layout of the first kind presstressed reinforcing steel 2 and the second class presstressed reinforcing steel 3 is identical with general freely-supported prestressed girder, wherein the two ends of the second class presstressed reinforcing steel 3 are respectively after the top apart from certain position place, prestressed girder 1 two ends passes, continue to be located in the middle of the negative moment area bridge deck 5, and the negative moment area bridge deck 5 of final anchor two bridge pier correspondences about it respectively are in end that the neighbour strides; An end that is positioned at the second class presstressed reinforcing steel 3 of end bay is the end of anchor in prestressed girder 1;
Wear in a part of duct of negative moment area bridge deck 5 outside the aforesaid second class presstressed reinforcing steel 3, also need in remaining duct, to wear bridge deck longitudinal prestressing muscle 6.
Concrete job practices is as follows:
The cage of reinforcement of a, colligation prestressed girder 1, after formwork erection is built, the stretch-draw first kind presstressed reinforcing steel 2 and the second class presstressed reinforcing steel 3, wherein the second class presstressed reinforcing steel 3 utilizes hookup to carry out stretch-draw (after 3 stretch-draw of the second class presstressed reinforcing steel, also it to be continued be located in the longitudinal holes of negative moment area bridge deck 5), mud jacking, sealing off and covering anchorage are finished the prefabricated of prestressed girder 1 then;
B, temporary support is set, on temporary support, sets up prefabricated prestressed girder 1,1 one-tenth simply-supported state of prestressed girder by the hole;
The reinforcing bar of c, colligation diaphragm 4 is built diaphragm 4, makes the same prestressed girder of striding 1 along laterally fusing.Also can horizontal duct be set in diaphragm 4, wear the transverse prestress muscle in the duct, realize laterally continuously by stretch-draw transverse prestress muscle, to improve its lateral stiffness;
The steel mesh reinforcement of d, colligation negative moment area bridge deck 5 and positive bending moment section bridge deck 7, in the negative moment area of Dun Ding both sides, reserve longitudinal holes in the bridge deck 5, the second class presstressed reinforcing steel 3 and bridge deck longitudinal prestressing muscle 6 should be through in the longitudinal holes in advance, build the bridge floor version 5 in the negative moment area of Dun Ding both sides, when treating that concrete strength reaches the stretch-draw requirement, stretch-draw second class presstressed reinforcing steel 3 and bridge deck longitudinal prestressing muscle 6 (wherein the second class presstressed reinforcing steel 3 is to carry out two times tensioning) make that to face two plates of striding mutually longitudinally continuous;
E, build the bridge deck 7 of remainder, remove temporary support, form beam slab continuous composite girder pontic system.
Embodiment 2:
The cross section of prestressed girder 1 is the T type.
Other is with embodiment 1.
Embodiment 3:
The cross section of prestressed girder 1 is a box.
Other is with embodiment 1.
Claims (5)
1, beam slab continuous composite girder bridge, comprise superstructure and substructure, its underpart structure is identical with conventional continuous girder bridge, it is characterized in that: described superstructure comprises prefabricated prestressed girder 1 in advance, be provided with diaphragm 4 between the same adjacent prestressed girder 1 of striding, except that abutment pier, negative moment area in each Dun Ding both sides, the end face of adjacent two prestressed girders of striding 1 is equipped with negative moment area bridge deck 5, and the end face of the prestressed girder 1 of other position is equipped with positive bending moment section bridge deck 7;
Be provided with plural longitudinal holes in the prestressed girder 1, also be provided with two above longitudinal holes in the bridge deck 5 of negative moment area, in prestressed girder 1 corresponding longitudinal holes, wear the first kind presstressed reinforcing steel 2 and the second class presstressed reinforcing steel 3 respectively, the layout of the first kind presstressed reinforcing steel 2 and the second class presstressed reinforcing steel 3 is identical with general freely-supported prestressed girder, wherein the two ends of the second class presstressed reinforcing steel 3 are respectively after the top apart from certain position place, prestressed girder 1 two ends passes, continue to be located in the middle of the negative moment area bridge deck 5, and the negative moment area bridge deck 5 of final anchor two bridge pier correspondences about it respectively are in end that the neighbour strides; An end that is positioned at the second class presstressed reinforcing steel 3 of end bay is the end of anchor in prestressed girder 1;
Be equipped with the aforesaid second class presstressed reinforcing steel 3 in a part of duct of negative moment area bridge deck 5, in remaining duct, wear bridge deck longitudinal prestressing muscle 6.
2, beam slab continuous composite girder bridge according to claim 1, it is characterized in that: the cross section of described prestressed girder 1 is an I shape.
3, beam slab continuous composite girder bridge according to claim 1, it is characterized in that: the cross section of described prestressed girder 1 is the T type.
4, beam slab continuous composite girder bridge according to claim 1, it is characterized in that: the cross section of described prestressed girder 1 is a box.
5, beam slab continuous composite girder bridge according to claim 1 is characterized in that: be provided with the duct in the described diaphragm 4, be provided with presstressed reinforcing steel in the duct.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200620074460 CN2911000Y (en) | 2006-06-22 | 2006-06-22 | Continuous combined bridge girder bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200620074460 CN2911000Y (en) | 2006-06-22 | 2006-06-22 | Continuous combined bridge girder bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN2911000Y true CN2911000Y (en) | 2007-06-13 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200620074460 Expired - Lifetime CN2911000Y (en) | 2006-06-22 | 2006-06-22 | Continuous combined bridge girder bridge |
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| CN (1) | CN2911000Y (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102003071B (en) * | 2009-12-29 | 2012-02-22 | 中交第一航务工程局有限公司 | Prestressing channel drilling and positioning construction process of prestressed beam by post-tensioning method |
| WO2013044505A1 (en) * | 2011-09-30 | 2013-04-04 | Li Yong | Method for modulation of bending moment along influence lines of pre-stressed steel-concrete composite bridge |
| CN110924303A (en) * | 2019-11-19 | 2020-03-27 | 东北大学 | Steel beam and built-in steel reinforced concrete slab continuous combination beam and construction method |
-
2006
- 2006-06-22 CN CN 200620074460 patent/CN2911000Y/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102003071B (en) * | 2009-12-29 | 2012-02-22 | 中交第一航务工程局有限公司 | Prestressing channel drilling and positioning construction process of prestressed beam by post-tensioning method |
| WO2013044505A1 (en) * | 2011-09-30 | 2013-04-04 | Li Yong | Method for modulation of bending moment along influence lines of pre-stressed steel-concrete composite bridge |
| CN110924303A (en) * | 2019-11-19 | 2020-03-27 | 东北大学 | Steel beam and built-in steel reinforced concrete slab continuous combination beam and construction method |
| CN110924303B (en) * | 2019-11-19 | 2021-08-10 | 东北大学 | Steel beam and built-in steel reinforced concrete slab continuous combination beam and construction method |
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|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term |
Granted publication date: 20070613 |
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| EXPY | Termination of patent right or utility model |