CN101057038B - Hollow prestressed concrete (HPC) girder and spliced hollow prestressed concrete girder (S-HPC) bridge construction method - Google Patents
Hollow prestressed concrete (HPC) girder and spliced hollow prestressed concrete girder (S-HPC) bridge construction method Download PDFInfo
- Publication number
- CN101057038B CN101057038B CN2005800323666A CN200580032366A CN101057038B CN 101057038 B CN101057038 B CN 101057038B CN 2005800323666 A CN2005800323666 A CN 2005800323666A CN 200580032366 A CN200580032366 A CN 200580032366A CN 101057038 B CN101057038 B CN 101057038B
- Authority
- CN
- China
- Prior art keywords
- prestressed concrete
- girder
- steel wire
- spliced
- bridge
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/02—Bridges characterised by the cross-section of their bearing spanning structure of the I-girder type
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
Provided is a hollow prestressed concrete girder for forming an I-type prestressed concrete girder bridge, in which at least one hole is formed in a body portion of the I-type prestressed concrete girder. A spliced hollow prestressed concrete girder bridge, in which a plurality of holes are formed in a body portion of the girder to reduce the weight of the girder, is constructed by carrying a plurality of spliced girders manufactured in a factory to a construction site, assembling the spliced girders in the construction site, first tensing steel wires installed at the entire girder, reinforcing a connection portion between spliced members by a steel rod or steel wire which is connected by welding or using a coupling or anchoring device at the spliced portion that connecting the spliced girders, installing the assembled girders that are first tensed on a pier, installing a continuous steel wire for connecting the installed spliced girders for a continuous bridge, pouring slab in the upper portion of the installed spliced girders, after the slab is cured, second tensing steel wires that have not tensed or the tensed continuous steel wire, and when cracks are generated or excessive sagging occurs after the bridge is constructed, additionally tensing the steel wires.
Description
Technical field
The present invention relates to a kind of hollow prestressed concrete girder and a kind of method of building spliced hollow prestressed concrete girder bridge, more particularly, relate to a kind of hollow prestressed concrete girder and a kind of method of building spliced hollow prestressed concrete girder bridge that can greatly increase the span of beam.
Background technology
Generally speaking, the I type prestressed concrete beam bridge with I tee section is one of low cost and global widely used bridge.But for I type beam bridge, when the length of beam surpassed 40-50 rice, the length of beam and weight can increase, thereby made all processes such as manufacturing, carrying and installation of beam all become very difficult.Therefore, for concrete box type girder, adopt will a plurality of 2-3 of being short to rice the method construction bridge that couples together of plant-on component.
In traditional I type beam bridge,, therefore, can't steel wire be installed according to moment distribution characteristic (its mid portion at beam increases), thereby the quantity of steel wire and the sectional dimension of beam are increased on the whole because the steel wire great majority are installed in the end of beam.And, because the end of beam need manufacture large scale, so the increase of the weight of beam, and the manufacturing of mould becomes difficulty.
Traditionally,, assign to make beam by beam being divided into a plurality of stitching sections, and joggle beam is moved on to the job site, at the construction field (site) it is combined in order to build the I type beam bridge of large span expeditiously.For concrete box girder bridge, generally adopt the construction method of each 15 of span use or more splicing parts widely.But, for I type beam, seldom use joggle beam, and this method can only be used to build small bridge or be used to have the job sites such as mountain area of building difficulty.Specifically, in spliced girder bridge,, begin in the splicing part to destroy, the supporting capacity of spliced girder bridge is compared with the monolithic devices beam bridge reduced 20-30%, and we can say the architectural characteristic shortage efficient of spliced girder bridge when applying when load.
And traditional increasing progressively in the prestressed girder bridge, the installation site that is used to apply the anchoring device of prestressed steel wire is limited to the side surface of the end of beam.Therefore, because the installation site of anchoring device is not free, so with regard to whole beam, be difficult to dynamic high-efficiency ground arrangement of steel wires.
And because traditional beam bridge has the structure of main part sealing, therefore not only weight increases, and bridge is for along very low perpendicular to the holding capacity of loads such as the wind of the directive effect of beam or water.Moreover the sealing main part of beam is given a kind of sensation of being kept in detention of people.
Summary of the invention
Technical problem
In order to solve above-mentioned and/or other problems, the invention provides a kind of hollow prestressed concrete girder and a kind of method of building spliced hollow prestressed concrete girder bridge, it can be by introducing the weight that the hole alleviates beam in the main part of I type beam, by anchoring device is installed efficiently arrangement of steel wires, increase beam maximum span, alleviate beam weight, reduce the construction cost of beam bridge, and significantly improve execution conditions, for example carrying of beam and installation.
And, the invention provides a kind of hollow prestressed concrete girder and a kind of method of building spliced hollow prestressed concrete girder bridge, it is with the suitably local lower end that is installed in the splicing part of joggle beam of tension reinforcement features such as steel wire or steel bar, and invent notion and the method that a kind of tension force that is used to prevent the joggle beam lower end reduces, increasing the supporting capacity of joggle beam, thereby supporting capacity is increased to the level of monolithic devices beam.
And, the invention provides a kind of hollow prestressed concrete girder and a kind of method of building spliced hollow prestressed concrete girder bridge, it can be with the optional position of fixation with steel wire on beam, because the anchoring device of steel wire can be installed on the hole of main body, so that simply supported girder bridge or continuously bridge can realize the configuration of tool dynamic efficiency, can easily apply the prestressing force that increases progressively to beam, because the steel wire anchoring device is exposed, can make long-span beams, can easily control tension force according to the position of beam and size and restrictive condition, a plurality of anchoring devices are exposed, can manage efficiently tension force in construction period, and after bridge is made, can provide the reinforcing function by additional tensioning.
And, the invention provides a kind of hollow prestressed concrete girder and a kind of method of building spliced hollow prestressed concrete girder bridge, it makes wind and water can pass hole in the beam main part, thereby can improve the horizontal anti-load-bearing capacity of beam, because reduced lateral load.
And, the invention provides a kind of hollow prestressed concrete girder and a kind of method of building spliced hollow prestressed concrete girder bridge, it can provide certain visual field by the hole in the main part, thereby eliminated in traditional beam bridge the sensation that quilt that the sealing main part owing to beam causes is kept in detention, greatly improved aesthetic feeling, and can significantly reduce because bridging and the inconvenience that brings to the resident.
And, the invention provides a kind of hollow prestressed concrete girder and a kind of method of building spliced hollow prestressed concrete girder bridge, the distribution of the moment that it can produce in according to beam by the steel wire anchoring device is installed in the hole of beam distributes and fixing steel wire, thereby steel wire quantity used in the beam is reduced to minimum, dwindled the sectional dimension of beam, the sectional dimension of the end by making beam and its identical weight that alleviates beam in middle part, and simplified mould.
Technical scheme
According to an aspect of the present invention, provide a kind of hollow prestressed concrete girder of the I of being used to form type prestressed concrete beam bridge, wherein, in the main part of I type prestressed concrete beam, formed at least one hole.
This hole used mould to form before making beam, there is a hole to be used for forming this hole on the mould, or (before fluid concrete, install, remove again afterwards) and form by moulding parts such as plastics, steel part or polystyrene foam are installed in the mould.
This beam is spliced by a plurality of joggle beams, and uses reinforcing bar, steel bar or steel wire links such as (it connect by welding, coupling or anchoring device) to reinforce and be connected splicing part, with the tension force of the bottom that adds the splicing part that good general's joggle beam couples together.
The anchoring device that will be used for fixing steel wire (it is used for the tensioning beam) is installed in the hole.
According to a further aspect in the invention, a kind of spliced hollow prestressed concrete girder bridge is provided, wherein, in the main part of beam, form a plurality of holes, to alleviate the weight of beam, the construction method of this spliced hollow prestressed concrete girder bridge is as follows: plant-manufactured a plurality of joggle beams are transported to the job site, at the construction field (site) joggle beam is combined, with the steel wire tensioning for the first time that is installed on the whole beam, in the office, stitching section that joggle beam is coupled together by with welding manner or use coupling or steel bar that anchoring device connects or steel wire are reinforced coupling part between the plant-on component, the compound beam of the tensioning first time is installed on the bridge pier, for continuous bridge, continuous steel wire is installed is connected mounted joggle beam, slab is poured on the top of mounted joggle beam, and after slab solidified, tensioning for the second time is the not steel wire of tensioning or the continuous steel wire of tensioning as yet, and when after bridge is made, producing the crack or excessive sag taking place, tensioning steel wire extraly.
Advantageous effects
As mentioned above, in the method for hollow prestressed concrete girder according to the present invention and construction spliced hollow prestressed concrete girder bridge, prolonged the span that beam bridge can obtain greatly, reduced the cost of making beam, significantly improved the manufacturing of beam by the weight that alleviates beam, general execution conditions such as carrying and installation, the reduction of the supporting capacity by preventing splicing part and supporting capacity is increased to the degree identical with the monolithic devices beam, distribution according to moment obtains suitable tension force easily, can manage tension force efficiently by applying the prestressing force that increases progressively in construction period, the function of coming the oneself to reinforce by additional tensioning after bridge is made is provided, can in the main body of beam, form the hole simply, can improve the horizontal anti-load-bearing capacity of beam, can eliminate the sensation that driver's quilt is kept in detention, improve the aesthetic feeling of the outward appearance of beam greatly, and significantly reduced the inconvenience that bridging brings to the resident.
Description of drawings
Fig. 1 is the elevation of hollow prestressed concrete girder according to an embodiment of the invention;
Fig. 2 is the plan view of the hollow prestressed concrete girder of Fig. 1;
Fig. 3 is the elevation that is presented at when building continuous bridge the ios dhcp sample configuration IOS DHCP of according to another embodiment of the present invention anchoring device, steel wire and hollow prestressed concrete girder;
Fig. 4 is the elevation that is presented at when building simply supported girder bridge the ios dhcp sample configuration IOS DHCP of according to another embodiment of the present invention anchoring device, steel wire and hollow prestressed concrete girder;
Fig. 5 is the plan view of the hollow prestressed concrete girder of Fig. 3 and 4;
Fig. 6 is the elevation of spliced hollow prestressed concrete girder according to an embodiment of the invention;
Fig. 7 to 9 is the elevations of various examples in hole of each joggle beam that show the spliced hollow prestressed concrete girder of Fig. 6;
Figure 10 be according to another embodiment of the present invention installation the anchoring device and the continuous elevation of the spliced hollow prestressed concrete girder of steel wire;
Figure 11 is the plan view of the spliced hollow prestressed concrete girder of Figure 10;
Figure 12 is the partial enlarged drawing of the splicing part of Fig. 6 when the reinforcement by connection parts are steel bar or reinforcing bar;
Figure 13 is the partial enlarged drawing of the splicing part of Fig. 6 when the reinforcement by connection parts are steel wire;
Figure 14 to 16 is the elevations of various connection examples of the splicing part with various duck eyes (at least two holes) that show each joggle beam of spliced hollow prestressed concrete girder according to another embodiment of the present invention;
Figure 17 is the flow chart that is used to explain the method that is used to build spliced hollow prestressed concrete girder according to an embodiment of the invention.
The specific embodiment
Hollow prestressed concrete girder according to various embodiments of the present invention and the method for building spliced hollow prestressed concrete girder bridge hereinafter are described with reference to the accompanying drawings.
With reference to Fig. 1, the main part of hollow prestressed concrete girder is formed with a plurality of holes 2 according to an embodiment of the invention, to alleviate the weight of I type beam 1.Hole 2 can be depicted as circle or ellipse, be depicted as rectangle or be depicted as triangle as Fig. 9 and 16 as Fig. 8 and 14 as Fig. 7 and 15.In addition, hole 2 can have different shape, for example polygon.
Shown in Fig. 3,4 and 5, long steel wire 11 can be installed, be used for along the length direction tensioning of I type beam 1.And, shown in Fig. 3,4 and 5, anchoring device 7 easily can be installed in the hole 2, and except long steel wire 11, can also the continuous steel wire of fixing by anchoring device 7 12 be installed with various paths.And as shown in Figure 5, steel wire not only is installed on the main part of beam, and is installed on upper flange or lower flange.
Therefore, because short continuous steel wire 12 is installed, it is distributed both sides to the left and right according to the distribution of the moment core with respect to beam, therefore the end size of beam can be manufactured identical with the core of beam.Therefore, the quantity that is used for the steel wire of beam can be reduced to minimum, and the sectional dimension that can dwindle beam.And the sectional dimension of the end by making beam is identical with its middle part, can alleviate the weight of beam and can simplify mould.
Do not need long steel wire 11, only just can carry out tensioning with continuous steel wire 12.Although do not show in the accompanying drawing, but can make hole 2 by the whole bag of tricks, for example, use mould before making beam, to form the hole, perhaps use and before fluid concrete, to install and at moulding parts such as the plastics of dismantling, steel part or foamed polystyrenes afterwards with hole.Therefore, alleviated concrete weight, the shared space in the amplitude of loss of weight and hole 2 is corresponding, obtains a kind of structure simultaneously, and promptly the residual concrete except that the hole can dynamically support shearing, so that the weight saving of beam keeps supporting capacity simultaneously.
In addition, can improve the ability of beam 1 opposing lateral load, because when wind and water can pass through the hole 2 of main part of beam 1, can reduce lateral load.And, owing to enlarged the visual field in the hole 2 of passing main part, therefore eliminated in traditional beam bridge because the sensation that the quilt that the sealing main part of beam causes is kept in detention has improved aesthetic feeling widely, and greatly reduced the inconvenience that brings to the resident owing to bridging.
And as shown in Figure 6, hollow prestressed concrete girder according to another embodiment of the present invention is spliced by a plurality of joggle beams 3.That is to say, shown in Figure 10 and 11, in the office, stitching section that joggle beam 3 is coupled together, use with welding manner or the links such as reinforcing bar, steel bar 5 or steel wire 6 that connect by coupling or anchoring device 7 to connect spliced hollow prestressed concrete girder, with the tension force of the lower end of reinforcement 1.And, owing to can at the construction field (site) joggle beam 3 be combined, therefore can greatly improve general execution conditions such as beam carrying and installation.
As shown in figure 12, link can be steel bar 5 or the embedding reinforcing bar of installing across the bottom of beam 1, and it welds together or couples together by coupling, to increase the supporting capacity of splicing part 4.Perhaps, as shown in figure 13, steel wire 6 is installed, and the anchoring device 7 that will be used for steel wire 6 is installed in hole 2 across the bottom of beam 1.Therefore, a plurality of anchoring devices 7 can be exposed,, and can obtain the function of bridge is made after, reinforcing by the tensioning that adds so that can carry out efficiently the tension force management by applying the prestressing force that increases progressively in construction period.
Figure 10 and 11 has shown the embodiment of the method for configuration steel bar 5, steel wire 6 and anchoring device 7.Anchoring device 7 is installed in the hole of the end of beam and beam.Also shown the inside that can how steel wire be disposed at beam among the figure.For continuous bridge, steel wire can be installed on the top of beam.Figure 11 has shown and the reinforcing steel bar and the steel wire of splicing part can be disposed at flange section but not the situation of main part.
Therefore, in hollow prestressed concrete girder bridge according to the present invention,, can build I type beam bridge with the large span that surpasses 70 meters owing to alleviated the weight of beam greatly.Owing to proposed to increase the solution of the supporting capacity of splicing part 4, therefore can in factory, make beam with large span.
Shown in Figure 14 to 16,, can around the splicing part 4 of joggle beam 3, form at least one pair of hole, to reinforce splicing part 4 except the main part at joggle beam 3 forms a plurality of holes with the weight that alleviates beam.
In the method for construction hollow prestressed concrete girder bridge according to the present invention, shown in Fig. 17, the a plurality of joggle beams that to make in factory are transported to job site (S1), at the construction field (site) these joggle beams are combined, with the steel wire tensioning for the first time that is installed on the whole beam, reinforce the coupling part (S2) between the plant-on component in the office, stitching section that joggle beam is coupled together by steel bar or steel wire (it is coupled by welding or use or anchoring device links to each other), the beam that has made up of the tensioning first time is installed on (S3) on the bridge pier, for continuous bridge, continuous steel wire is installed mounted joggle beam is coupled together (S4), slab is poured on the top (S5) of mounted joggle beam, after slab solidifies, with the not steel wire of tensioning tensioning for the second time or as yet with continuous steel wire tensioning (S6), and when after bridge is made, producing the crack or excessive sag taking place, tensioning extraly and reinforcing steel wire (S7).
Therefore, a plurality of anchoring devices are exposed, and can carry out tension force management efficiently by applying the prestressing force that increases progressively in construction period.If bridge is damaged after making, can carries out the oneself by additional tensioning and reinforce.
Though the present invention has carried out concrete demonstration and explanation with reference to its preferred embodiment, it be to be appreciated that those skilled in the art that and under the situation of the spirit and scope of the invention that does not break away from appended claims and defined, to do various variations in form and details.For example, the hole of different shape and quantity can be used, and except the method for using steel wire or steel bar, the tension force of splicing part can be the whole bag of tricks strengthened.
Claims (5)
1. a hollow prestressed concrete girder that is used to form I type prestressed concrete beam bridge wherein, has laterally formed at least one hole in the main part of described I type prestressed concrete beam;
Wherein, the anchoring device that will be used for fixing steel wire is installed on the inside in described hole, and described steel wire is used for the tensioning beam.
2. hollow prestressed concrete girder as claimed in claim 1, wherein, the shape in described hole is one of circle, ellipse, polygon or its combination.
3. hollow prestressed concrete girder as claimed in claim 1, wherein, described hole used mould to form before making beam, there is a hole to be used for forming this hole on the described mould, or forms by being installed in the mould in installation before the fluid concrete and at the plastics that remove, steel part or polystyrene foam moulding part afterwards.
4. hollow prestressed concrete girder as claimed in claim 1, wherein, described I type prestressed concrete beam is spliced by a plurality of joggle beams, and use the reinforcing bar, steel bar or the steel wire link that couple together with welding manner, coupling or anchoring device to reinforce and be connected splicing part, with the tension force of the bottom that adds the splicing part that good general's joggle beam couples together.
5. hollow prestressed concrete girder as claimed in claim 1 wherein, is used for the continuous steel wire of weak point of tensioning beam by installation, it is distributed both sides to the left and right according to the distribution of the moment middle part with respect to beam, and manufacture the end size of beam identical with the middle part of beam.
Applications Claiming Priority (7)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| KR10-2004-0077622 | 2004-09-25 | ||
| KR1020040077622 | 2004-09-25 | ||
| KR20040077622 | 2004-09-25 | ||
| KR1020050088701 | 2005-09-23 | ||
| KR10-2005-0088701 | 2005-09-23 | ||
| KR1020050088701A KR100694805B1 (en) | 2004-09-25 | 2005-09-23 | Hollow prestressed concrete HPC girder and spliced hollow prestressed concrete girder s-HPC bridge construction method |
| PCT/KR2005/003182 WO2006033565A1 (en) | 2004-09-25 | 2005-09-24 | Hollow prestressed concrete (hpc) girder and spliced hollow prestressed concrete girder (s-hpc) bridge construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101057038A CN101057038A (en) | 2007-10-17 |
| CN101057038B true CN101057038B (en) | 2011-05-04 |
Family
ID=37150089
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2005800323666A Expired - Fee Related CN101057038B (en) | 2004-09-25 | 2005-09-24 | Hollow prestressed concrete (HPC) girder and spliced hollow prestressed concrete girder (S-HPC) bridge construction method |
Country Status (2)
| Country | Link |
|---|---|
| KR (1) | KR100694805B1 (en) |
| CN (1) | CN101057038B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100946716B1 (en) * | 2007-08-30 | 2010-03-12 | (주)한맥기술 | Long Span PSC Girder Type Rahmen Bridge and its Construction Method Using Moment Re-distribution |
| CN102808514B (en) * | 2011-06-01 | 2015-01-21 | 永升建设集团有限公司 | Production method of large-span prestressed concrete hollow holed beam |
| KR101406938B1 (en) * | 2012-04-15 | 2014-06-12 | 원대연 | The composite girder with various pattern as web members |
| CN111364376B (en) * | 2020-03-16 | 2024-10-18 | 南京林业大学 | Hollow beam body prestress mixed bending-resistant reinforcing method |
| CN111576182A (en) * | 2020-04-01 | 2020-08-25 | 广东省建筑设计研究院 | I-shaped truss girder, truss girder bridge and construction method |
| CN114102061B (en) * | 2021-11-27 | 2024-08-13 | 上海游艺机工程有限公司 | Construction process of ultra-long central shaft |
| CN114438869A (en) * | 2022-02-16 | 2022-05-06 | 湖南大学 | Prefabricated ultrahigh-performance concrete honeycomb arch bridge structure and construction method thereof |
| CN114438873A (en) * | 2022-02-16 | 2022-05-06 | 湖南大学 | Prefabricated ultrahigh-performance concrete hollowed-out T-shaped beam bridge structure and construction method thereof |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5671573A (en) * | 1996-04-22 | 1997-09-30 | Board Of Regents, University Of Nebraska-Lincoln | Prestressed concrete joist |
| KR100414345B1 (en) * | 2001-09-26 | 2004-01-13 | 김영조 | The Sealing Method and Its Processing System of Plasma Display Panel Using Organic Materials |
-
2005
- 2005-09-23 KR KR1020050088701A patent/KR100694805B1/en active IP Right Grant
- 2005-09-24 CN CN2005800323666A patent/CN101057038B/en not_active Expired - Fee Related
Non-Patent Citations (2)
| Title |
|---|
| JP平8-151632A 1996.06.11 |
| JP平9-59928A 1997.03.04 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101057038A (en) | 2007-10-17 |
| KR20060051577A (en) | 2006-05-19 |
| KR100694805B1 (en) | 2007-03-13 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101057038B (en) | Hollow prestressed concrete (HPC) girder and spliced hollow prestressed concrete girder (S-HPC) bridge construction method | |
| US7827642B2 (en) | Hollow prestressed concrete (HPC) girder and spliced hollow prestressed concrete girder (s-HPC) bridge construction method | |
| KR100667921B1 (en) | Construction method of pylon using precast concrete beam | |
| KR101026118B1 (en) | Truss structure with high bearing capacity against secondary moment at inner supports and construction method of truss bridge using it | |
| KR100991262B1 (en) | Method for bridge reinforcement and landscape architecture | |
| KR101030128B1 (en) | Truss structures having open box section in upper chords and construction method of truss bridges | |
| CN201794214U (en) | Prefabricated beam with cavity | |
| KR101260863B1 (en) | Rhamen bridge having prestressed concrete girder of arch-shaped and construction method thereof | |
| KR102035492B1 (en) | Semi cable stayed bridge structure | |
| KR101396440B1 (en) | Hybrid beam with reinforced end portions | |
| KR101582599B1 (en) | Bridge construction method for forming continuous point part of pier using copping for connecting girder | |
| JP2011214221A (en) | Stiffening girder of suspension bridge, and method for constructing the same | |
| CN201786045U (en) | House structure with combined steel beam and pretensioning method prestress laminated beam | |
| JP2007126813A (en) | Composite steel-concrete girder structure of bridge, and its construction method | |
| KR101026117B1 (en) | Fabrication of truss structures and construction method of truss bridges | |
| KR101024991B1 (en) | Hollowness slab type-deck plate structure and contruction method thereof | |
| KR20190120853A (en) | Couple girder | |
| KR100522298B1 (en) | Improved prestressed steel reinforced concrete beam and bridge construction method using the same beam | |
| CN214459549U (en) | Steel-concrete combined bridge | |
| KR101834423B1 (en) | Precast concrete beam with variable cross section | |
| KR20100091355A (en) | Pedestrian bridge using filled double steel tube | |
| CN210420839U (en) | Ramp bridge steel bar structure | |
| CN211472116U (en) | Railway assembled steel diagonal brace combination PC roof beam | |
| KR20030063962A (en) | Improved T-shape PC Slab and Method for Constructing Structure Using the Same | |
| KR100466017B1 (en) | The Method of Reinforce Steel Box Girder type Bridge and The Structure thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20110504 |