CN203795292U - Bearing-free prestressed concrete continuous rigid frame bridge with double-wall piers - Google Patents
Bearing-free prestressed concrete continuous rigid frame bridge with double-wall piers Download PDFInfo
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- CN203795292U CN203795292U CN201420144072.9U CN201420144072U CN203795292U CN 203795292 U CN203795292 U CN 203795292U CN 201420144072 U CN201420144072 U CN 201420144072U CN 203795292 U CN203795292 U CN 203795292U
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- 239000011513 prestressed concrete Substances 0.000 title abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 42
- 239000010959 steel Substances 0.000 claims abstract description 42
- 238000000034 method Methods 0.000 claims abstract description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 238000011065 in-situ storage Methods 0.000 claims description 4
- 239000002023 wood Substances 0.000 claims description 4
- 239000000463 material Substances 0.000 abstract description 4
- 238000012423 maintenance Methods 0.000 abstract description 3
- 238000010276 construction Methods 0.000 description 16
- 230000035882 stress Effects 0.000 description 5
- 238000013461 design Methods 0.000 description 4
- 239000004567 concrete Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000007596 consolidation process Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000012634 fragment Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004643 material aging Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 239000003643 water by type Substances 0.000 description 1
Abstract
The utility model discloses a bearing-free prestressed concrete continuous rigid frame bridge with double-wall piers. The bearing-free prestressed concrete continuous rigid frame bridge comprises a main beam, central piers, side piers and bearing platforms. The bottoms of the central piers and the bottoms of the side piers are arranged on the bearing platforms, two central pier walls which are parallel to each other are arranged at pier positions of each central pier and are fixedly connected with the main beam, a side pier wall is arranged at a pier position of each side pier and is fixedly connected with the main beam, and the side piers are provided with U-shaped vertical prestressed steel beams, so that the side piers, the main beam and the bearing platforms can be fixedly connected with one another; central pier longitudinal rear pouring sections are respectively arrange on two sides of a joint of the main beam and each central pier, side pier longitudinal rear pouring sections are arranged at joints of the main beam and the side piers, and the main beam is constructed by the aid of a cast-in-place or segmental precast erection method. Problems of poor structure stress performance and landscape property, high material consumption and operation and maintenance costs and the like of the traditional simply supported and continuous system bridges can be solved by the aid of the bearing-free prestressed concrete continuous rigid frame bridge, and the bearing-free prestressed concrete continuous rigid frame bridge has the advantages of high structure stress efficiency, excellent seismic performance, low material consumption, good durability, easiness in maintenance and the like.
Description
Technical field
The utility model relates to traffic infrastructure industry bridge engineering construction field, is specifically related to a kind of without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang.
Background technology
Middle Or Small Span Jing highway or railroad bridge, what major part adopted is backed steel concrete or prestressed concrete beam bridge.In conventional simply supported beam and Continuous beam design, bearing connects upper and lower part structure, but bearing is in use because of reasons such as design, construction and material agings, and disease easily occurs, safeguard not in time can serious threat bridge use safety.And in the time changing bearing, must cause regional stoppage in transit, this not only affects normal operation, consumes ample resources, and operation process itself also can bring infringement in various degree to superstructure.
The features such as continuous rigid frame bridge is that continuous beam is the pier beam consolidation system that base growth is got up, and the loading characteristic of continuous beam and T shape rigid frame bridge is integrated, and has structural integrity good, and anti-seismic performance is excellent, and antitorque potentiality are large, are widely used at home.
In a word, there is following limitation in traditional beam type beam (simply supported beam, continuous beam and continuous rigid frame bridge):
1, simply supported beam: span ability is general; Upper and lower part structure can not cooperative bearing, and anti-seismic performance is general; Every all have braking pier to cause substructure size large; Driving comfort level is general; All bridge piers place all has bearing to need to safeguard; View poor (as shown in Figure 1).
2, continuous beam: span ability is better; Upper and lower part structure can not cooperative bearing, and anti-seismic performance is general; Every all have braking pier to cause substructure size large; All bridge piers place all has bearing to need to safeguard; View poor (as shown in Figure 2).
3, traditional continuous rigid frame bridge: the pier beam consolidation of only having realized main Dun Chu, the dilatation that temperature produces still needs to a great extent to rely on abutment pier and adopts freely movable bearing to solve, and bearing maintenance work and the impact causing thereof are reduced but do not eradicate (as shown in Figure 3).
Utility model content
Main purpose of the present utility model aims to provide that a kind of stress performance is excellent, stock utilization is high, good endurance and easy care without bearing double-walled pier Continuous Rigid-Frame Bridge, solved the problem that in above-mentioned background technology, traditional freely-supported and continuous system bridge structure exist.
The purpose of this utility model is achieved through the following technical solutions:
Without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, comprise girder, Zhong Dun, abutment pier and cushion cap, the bottom of described middle pier and abutment pier is arranged on cushion cap, the pier position of described middle pier is provided with two middle Dun Dunbi parallel to each other, described middle Dun Dunbi and girder are fixed, abutment pier pier position is provided with an abutment pier Dun Bi, and described abutment pier Dun Bi and girder are fixed, and abutment pier adopts the fixed of U-shaped vertical prestressing steel Shu Shixian abutment pier, girder and cushion cap; Girder and both sides, Zhong Dun joint establish respectively middle pier longitudinally after the section of watering, girder and abutment pier joint establish abutment pier longitudinally after the section of watering, described girder adopts cast in situs or segmental precast erection method to construct.
Preferably, in order to ensure the flexibility of double-walled pier, and reduce system temperature and shrinkage and creep effect, described middle pier pier is high to be not less than across 1/10 of footpath, and the ratio of middle pier pier wall thickness and girder root height is not more than 0.4.
Preferably, the set middle pier in described girder and both sides, Zhong Dun joint longitudinally after the section of watering thickness be 20-50cm.
Preferably, consider the easy for installation and spatial limitation of template, after described middle pier is longitudinal, the section of watering employing steel form or steel wood are in conjunction with template, template comprises bed die, outer side mold and interior side form, and described bed die, outer side mold and interior side form all use cover to have the double nut Screw arbor with nut at both-ends tension of plastic pipe closely connected with beam section by shaped steel.
Preferably, described abutment pier pier is high to be not less than across 1/10 of footpath, and the ratio of abutment pier pier wall thickness and girder root height is not more than 0.4.
Preferably, described abutment pier pier epimerite section adopts prefabricated subsection, pier top prefabricated subsection is at regional opening the reserved steel bar fixed with abutment pier, and abutment pier pier shaft stretches into together with the reinforcing bar of pier top prefabricated subsection and the reinforcing bar binding of pier top prefabricated subsection, the later stage build abutment pier longitudinally after the section of watering.
Preferably, after described abutment pier is longitudinal, the section of watering employing steel form or steel wood are in conjunction with template, and template comprises bed die, outer side mold and interior side form, and described bed die, outer side mold and interior side form all use cover to have the double nut Screw arbor with nut at both-ends tension of plastic pipe closely connected with beam section by shaped steel.
Preferably, U-shaped vertical prestressing steel bundle steel bundle vertical curve radius is not less than 1.0m.
Preferably, the U-shaped vertical prestressing steel of abutment pier bundle in stretching process, adopt single pre-stretch-draw to proof stress 25% after steel strand are loosened, then overall grading tension again.
The utility model has following advantage and effect with respect to prior art:
1. structure stress efficiency is high, and material consumption amount is few, and construction cost is low;
Bridge pier is all affixed with girder, and the upper and lower part rigidity of structure is distributed rationally and synergy, and each several part drag obtains evenly fully playing, the suitable bridge of girder increases to bending rigidity, span ability strengthens, and material is fully used, thereby has saved a large amount of constructional materialss.
2. good, the easy care of structure durability, dimension are formed low;
Thoroughly exempted conventional a large amount of bearings of bridge operation later stage and detected and tie up foster work, saved bearing and installed and the foster expense of bridge dimension, the prolongation integral bridge dimension cycle of supporting reaches 50%.Meanwhile, exempt the social influence bringing because replacing bearing causes regional stoppage in transit of bridge, accomplish " people-oriented ".
3. structural seismic performance is excellent;
Adopt flexible Thin-Wall Piers, because along bridge, to push away rigidity little to anti-, the seismic forces producing when earthquake also can be little.Bridge bears seismic forces as a whole, and each flexible pier distributes horizontal force by ratio of rigidity, and seismic forces, by many approach transmission, has improved the stress performance of structure under seismic loading greatly.
4. view is good;
Dun Liang is directly connected, and lines are bright and clear continuously, visually very natural, have no numerous and diverse sense.Meet the design object of " overall continuity, aerial prospective, local engraving property ".Combine together with modern urban design, and can become the significant landscape engineering in city, promote Urban charm.
Brief description of the drawings
The simply supported beam bridge type elevation that Fig. 1 is traditional;
The continuous beam bridge type elevation that Fig. 2 is traditional;
The backed continuous rigid frame bridge type of the abutment pier elevation that Fig. 3 is traditional;
Fig. 4 is without bearing double-walled pier continuous rigid frame bridge type elevation;
Fig. 5 double-walled pier elevation;
Fig. 6 double-walled pier side view;
Fig. 7 abutment pier elevation;
Fig. 8 abutment pier side view;
Fig. 9 abutment pier is connected structure with girder;
Figure 10 abutment pier U-shaped vertical prestressing elevation;
Figure 11 abutment pier U-shaped vertical prestressing side view;
Figure 12 is without bearing double-walled pier continuous rigid frame bridge construction flow chart.
Mark in figure: 1, Zhong Dun; 2, girder; 3, abutment pier; 4, middle pier longitudinally after the section of watering; 5, abutment pier longitudinally after the section of watering, 6U type vertical prestressing steel bundle.
Detailed description of the invention
Below in conjunction with embodiment and accompanying drawing, the utility model is described in further detail, but embodiment of the present utility model is not limited to this.
Embodiment
As shown in Fig. 4-Figure 11, the present embodiment is without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, comprise girder 2, middle pier 1, abutment pier 3 and cushion cap, the bottom of described middle pier and abutment pier is arranged on cushion cap, the pier position of described middle pier 1 is provided with two middle Dun Dunbi parallel to each other, and described middle Dun Dunbi and girder are fixed, and abutment pier pier position is provided with an abutment pier Dun Bi, described abutment pier Dun Bi and girder are fixed, and abutment pier 3 adopts U-shaped vertical prestressing steel bundle 6 to realize the fixed of abutment pier, girder and cushion cap; Girder 2 and middle pier 1 both sides, joint establish respectively middle pier longitudinally after the section of watering 4, girder 2 and abutment pier 3 joints establish abutment pier longitudinally after the section of watering 5, described girder employing cast in situs or segmental precast erection method are constructed.
As shown in Fig. 4, Fig. 5, Fig. 6, without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, bridge is arranged as 3 × 40m; Girder adopts segmental precast erection method construction; Middle pier adopts Reinforced Concrete Double Thin-Wall Piers, the high 10m of pier, pier wall thickness 0.7m; The high 10m of abutment pier pier, pier wall thickness 0.7m; Middle pier and abutment pier pier top width degree are 2.4m, and under Dun Ding, shrink by 1/20 gradient at 4m place, and then gradient wall thickness remains unchanged, and length scheme is amplified according to 1/30 gradient; Girder deck-siding 10m, deck-molding is 2.0m.
Girder and both sides, Zhong Dun joint set longitudinally after the section of watering thickness be 30cm.Template adopts steel form, and the order of formwork erection is followed successively by bed die, side form and internal mold.Bed die, outer side mold and interior side form all use cover to have the double nut Screw arbor with nut at both-ends tension of plastic pipe closely connected with beam section by shaped steel.
Abutment pier pier epimerite section adopts prefabricated subsection, and pier top prefabricated subsection is at regional opening the reserved steel bar fixed with abutment pier, and abutment pier pier shaft stretches into together with the reinforcing bar of pier epimerite section and the reinforcing bar binding of pier epimerite section, and the later stage builds abutment pier and waters section concrete after longitudinal.Abutment pier adopts U-shaped vertical prestressing steel bundle that abutment pier, cushion cap and girder are connected, and steel bundle vertical curve radius is 1.2m.In steel bundle stretching process, adopt single pre-stretch-draw to proof stress 25% after steel strand are loosened, then overall grading tension again.
As shown in figure 12, Specific construction step is as follows: a. basis, cushion cap, Bridge Pier Construction; B. middle Dun Dun top section cast-in-place construction, temporary supporting construction; C. the lifting of prefabricated subsection location, guarantees first sections registration, and calibration abutment pier pier top fragment position is also fixing; D. Precast Concrete Segmental Bridges, implements linear control, stretch-draw temporary fastening device; E. freely-supported steel Shu Zhangla fall beam to temporary supporting; F. the above-mentioned b-e step that circulates construct next across; G. longitudinally after the section of watering construct; H. continuous steel Shu Zhangla, pier falsework in dismounting; I.U type vertical prestressing steel Shu Zhangla, removes abutment pier falsework; J. become bridge construction system.
Embodiment 2
The present embodiment 2 is except following technical characterictic, and other technologies feature is identical with embodiment 1: bridge is arranged as 4 × 35m; Girder adopts cast in situs construction; Middle pier adopts Reinforced Concrete Double Thin-Wall Piers, the high 8m of pier, pier wall thickness 0.6m; The high 8m of abutment pier pier, pier wall thickness 0.6m; Girder and both sides, Zhong Dun joint set longitudinally after the section of watering thickness be 25cm, with abutment pier joint set longitudinally after the section of watering thickness be 25cm.It is 1.5m that abutment pier adopts U-shaped vertical prestressing steel bundle vertical curve radius.
Specific construction step is as follows: a. basis, cushion cap, Bridge Pier Construction; B. girder cast-in-place construction, temporary supporting construction; C. treat that main beam concrete intensity reaches code requirement, freely-supported steel Shu Zhangla also falls beam to temporary supporting; G. longitudinally after the section of watering construct; H. continuous steel Shu Zhangla, pier falsework in dismounting; I.U type vertical prestressing steel Shu Zhangla, removes abutment pier falsework; J. become bridge construction system.
Above-described embodiment is preferably embodiment of the utility model; but embodiment of the present utility model is not restricted to the described embodiments; other any do not deviate from change, the modification done under Spirit Essence of the present utility model and principle, substitutes, combination, simplify; all should be equivalent substitute mode, within being included in protection domain of the present utility model.
Claims (9)
1. without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, comprise girder (2), middle pier (1), abutment pier (3) and cushion cap, the bottom of described middle pier and abutment pier is arranged on cushion cap, it is characterized in that, the pier position of described middle pier (1) is provided with two middle Dun Dunbi parallel to each other, described middle Dun Dunbi and girder are fixed, abutment pier pier position is provided with an abutment pier Dun Bi, described abutment pier Dun Bi and girder are fixed, and abutment pier (3) adopts U-shaped vertical prestressing steel bundle (6) to realize the fixed of abutment pier, girder and cushion cap; Girder (2) and middle pier (1) both sides, joint establish respectively middle pier longitudinally after the section of watering (4), girder (2) and abutment pier (3) joint establish abutment pier longitudinally after the section of watering (5), described girder employing cast in situs or segmental precast erection method are constructed.
2. according to claim 1ly it is characterized in that without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, described middle pier (1) pier is high to be not less than across 1/10 of footpath, and the ratio of middle pier pier wall thickness and girder (2) root height is not more than 0.4.
3. according to claim 2ly it is characterized in that without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, the set middle pier in described girder (2) and middle pier (1) both sides, joint longitudinally after the section of watering (4) thickness be 20-50cm.
4. according to claim 3 without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, it is characterized in that, after described middle pier is longitudinal, the section of watering employing steel form or steel wood are in conjunction with template, template comprises bed die, outer side mold and interior side form, and described bed die, outer side mold and interior side form all use cover to have the double nut Screw arbor with nut at both-ends tension of plastic pipe closely connected with beam section by shaped steel.
5. according to claim 1ly it is characterized in that without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, described abutment pier (3) pier is high to be not less than across 1/10 of footpath, and the ratio of abutment pier pier wall thickness and girder (2) root height is not more than 0.4.
6. according to claim 5 without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, it is characterized in that, described abutment pier (3) pier epimerite section adopts prefabricated subsection, pier top prefabricated subsection is at regional opening the reserved steel bar fixed with abutment pier (3), abutment pier (3) pier shaft stretches into together with the reinforcing bar of pier top prefabricated subsection and the reinforcing bar binding of pier top prefabricated subsection, the later stage build abutment pier longitudinally after the section of watering (5).
7. according to claim 6 without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, it is characterized in that, after described abutment pier is longitudinal, the section of watering employing steel form or steel wood are in conjunction with template, template comprises bed die, outer side mold and interior side form, and described bed die, outer side mold and interior side form all use cover to have the double nut Screw arbor with nut at both-ends tension of plastic pipe closely connected with beam section by shaped steel.
8. according to claim 1ly it is characterized in that without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, U-shaped vertical prestressing steel bundle steel bundle vertical curve radius is not less than 1.0m.
9. according to claim 8 without bearing double-walled Dun Yuyinglihunningtulianxuganggouqiaoliang, it is characterized in that, the U-shaped vertical prestressing steel of abutment pier bundle in stretching process, adopt single pre-stretch-draw to proof stress 25% after steel strand are loosened, then overall grading tension again.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420144072.9U CN203795292U (en) | 2014-03-27 | 2014-03-27 | Bearing-free prestressed concrete continuous rigid frame bridge with double-wall piers |
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| CN201420144072.9U CN203795292U (en) | 2014-03-27 | 2014-03-27 | Bearing-free prestressed concrete continuous rigid frame bridge with double-wall piers |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107724244A (en) * | 2017-10-26 | 2018-02-23 | 中铁第四勘察设计院集团有限公司 | Temporary T structure and its construction method without bearing continuous rigid frame end bay beam section composition |
| CN107815976A (en) * | 2017-10-26 | 2018-03-20 | 中铁第四勘察设计院集团有限公司 | A kind of construction method of multi-joint continuous beam or multi-joint steel constructed beam end bay straight line beam section |
| CN108660902A (en) * | 2018-06-19 | 2018-10-16 | 中国铁路总公司 | A kind of Railway Prestressed Concrete continuous bridge of precast segment pin-connected panel |
| CN108660908A (en) * | 2018-06-19 | 2018-10-16 | 中国铁路总公司 | A kind of prestressed concrete cable-stayed bridge of the beam prefabricated pin-connected panel of tower |
| CN114960434A (en) * | 2022-05-18 | 2022-08-30 | 中铁大桥勘测设计院集团有限公司 | Prefabricated and solidified pier beam construction method and pier beam structure |
-
2014
- 2014-03-27 CN CN201420144072.9U patent/CN203795292U/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107724244A (en) * | 2017-10-26 | 2018-02-23 | 中铁第四勘察设计院集团有限公司 | Temporary T structure and its construction method without bearing continuous rigid frame end bay beam section composition |
| CN107815976A (en) * | 2017-10-26 | 2018-03-20 | 中铁第四勘察设计院集团有限公司 | A kind of construction method of multi-joint continuous beam or multi-joint steel constructed beam end bay straight line beam section |
| CN107815976B (en) * | 2017-10-26 | 2019-03-26 | 中铁第四勘察设计院集团有限公司 | A kind of construction method of multi-joint continuous beam or multi-joint rigid structure beam end bay straight line beam section |
| CN108660902A (en) * | 2018-06-19 | 2018-10-16 | 中国铁路总公司 | A kind of Railway Prestressed Concrete continuous bridge of precast segment pin-connected panel |
| CN108660908A (en) * | 2018-06-19 | 2018-10-16 | 中国铁路总公司 | A kind of prestressed concrete cable-stayed bridge of the beam prefabricated pin-connected panel of tower |
| CN114960434A (en) * | 2022-05-18 | 2022-08-30 | 中铁大桥勘测设计院集团有限公司 | Prefabricated and solidified pier beam construction method and pier beam structure |
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Address after: 510220 self compiled 239A room, 2 floor, seven tower, Hongtai wisdom Valley, 23 Tianhe District Si Cheng Road, Tianhe District, Guangzhou. Patentee after: Hanyang International Engineering Consulting Co., Ltd Address before: 510620 Tianhe Road Guangdong city Guangzhou province No. 228 building 2206 Patentee before: Guangzhou Hanyang Engineering Consulting Co.,Ltd. |
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