CN102191745A - Bridge - Google Patents
Bridge Download PDFInfo
- Publication number
- CN102191745A CN102191745A CN 201110083979 CN201110083979A CN102191745A CN 102191745 A CN102191745 A CN 102191745A CN 201110083979 CN201110083979 CN 201110083979 CN 201110083979 A CN201110083979 A CN 201110083979A CN 102191745 A CN102191745 A CN 102191745A
- Authority
- CN
- China
- Prior art keywords
- bridge
- girder
- plate
- gripper shoe
- top flange
- 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.)
- Granted
Links
- 229910000831 Steel Inorganic materials 0.000 claims description 16
- 239000004567 concrete Substances 0.000 claims description 16
- 239000010959 steel Substances 0.000 claims description 16
- 238000005728 strengthening Methods 0.000 description 8
- 238000010276 construction Methods 0.000 description 6
- 238000005336 cracking Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 5
- 230000005484 gravity Effects 0.000 description 4
- 201000010099 disease Diseases 0.000 description 3
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000012530 fluid Substances 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 150000001875 compounds Chemical class 0.000 description 1
- 239000012467 final product Substances 0.000 description 1
- 239000007943 implant Substances 0.000 description 1
- 230000003137 locomotive effect Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Images
Abstract
The invention discloses a bridge. The bridge comprises a main beam (1) and a pier for supporting the main beam (1), wherein the main beam (1) comprises a main beam web plate (3) arranged on the pier and main beam flange plates (2) extending from the upper end of the main beam web plate (3) to two sides; the beam part structure also comprises at least one auxiliary beam; and the at least one auxiliary beam is fixedly supported between the main beam flange plate (2) and the pier on at least one side of the main beam web plate (3). By arranging the auxiliary beam below the main beam flange plates of the main beam of the bridge, the bearing capacity of the bridge is increased, and higher transport requirement can be further met.
Description
Technical field
The present invention relates to building field, more specifically, relate to a kind of bridge, as railroad bridge.
Background technology
Bridge is meant to road crosses over building natural or that cultural obstacle is built, for example, crosses over the bridge in rivers and gully.Usually, bridge comprises the bridge pier of girder and this girder of support.According to the difference of purposes, bridge can be divided into highway bridge and railroad bridge etc.
In recent years, along with the development of highway transportation and railway transportation, the intensity of bridge is had higher requirement.With the railway transportation is example, in order to improve the transport capacity of railway transportation, has produced the heavy haul railway transportation.So-called heavy haul railway transportation refers under certain railway technology equipment condition, adopts the means of transportation of high-power locomotive (or several) traction heavy haul train.And the major measure that improves the trailing weight of heavy haul train comprises two aspects: be the maximization of train on the one hand, what promptly axle was heavy improves constantly; Be the continuous increase of a train marshalling list number on the other hand.
In order to make Existing Railway Bridges satisfy the requirement of heavy haul train, just need reinforce existing railroad bridge.Present reinforcement means to Existing Railway Bridges mostly is at the main disease of Existing Railway Bridges and carries out transversely strengthening.
Shown in Fig. 1 is a kind of sectional view of girder 1 of Existing Railway Bridges, and this girder 1 comprises two girder webs 3 that are installed on the bridge pier and the girder frange plate 2 that extends to both sides from the upper end of this girder web portion 3.To the transversely strengthening structure of this railroad bridge as shown in Figures 2 and 3, this transversely strengthening structure comprises many reinforced steels 4 and a plurality of duct, these a plurality of ducts are spaced apart from each other and pass each girder web 3 along the horizontal direction of bridge, and every reinforced steel 4 passes each duct and is separately fixed on the corresponding girder web 3.And then the cavity part fluid concrete between reinforced steel 4 places and two girder webs 3, and obtain reinforced concrete 5 Existing Railway Bridges is carried out transversely strengthening with reinforced steel 4.
The reinforcement means of this Existing Railway Bridges has improved the globality and the lateral stiffness of the railroad bridge of standardized designs, has eliminated diseases such as diaphragm cracking, lateral amplitude of vibration increasing, has satisfied the carrying demand of the goods train of the heavy 25t of axle substantially.
But,, use the train of heavy, the low deadweight of macro-axis, low power to become the direction of current heavy haul railway transportation development, the heavy 25t that surpassed of the axle of a lot of trains from world wide.Strengthen because the train axle heavily increases the back load effect, the railroad bridge supporting capacity of carrying out behind the transversely strengthening still can't satisfy the operation that axle heavily surpasses the train of 25t.
Therefore, how to improve the supporting capacity of bridge, become this area problem demanding prompt solution to satisfy higher movement requirement.
Summary of the invention
The purpose of this invention is to provide a kind of bridge, this bridge has advantages of high bearing capacity, can satisfy higher movement requirement
To achieve these goals, the invention provides a kind of bridge, this bridge comprises girder and supports the bridge pier of this girder, described girder comprises girder web that is installed on the described bridge pier and the girder frange plate that extends to both sides from the upper end of this girder web, described girder also comprises at least one floor stringer, and this at least one floor stringer is fixedly supported between described girder frange plate and the described bridge pier at least one side of described girder web.
Preferably, described floor stringer comprises gripper shoe, and this gripper shoe is supported between the soffit and described bridge pier of described girder frange plate vertically.
Preferably, this bridge also comprises top flange plate, and this top flange plate is laid on the soffit of described girder frange plate, and this top flange plate links to each other with the upper end of described gripper shoe.
Preferably, described bridge also comprises concrete structure, and described top flange plate is laid on the soffit of described girder frange plate by this concrete structure.
Preferably, this bridge also comprises the bottom wing listrium, and this bottom wing listrium is arranged on the described bridge pier, and this bottom wing listrium links to each other with the lower end of described gripper shoe.
Preferably, described top flange plate, described gripper shoe and described bottom wing listrium form " worker " font structure.
Preferably, this bridge also comprises stiffening rib, and this stiffening rib is fixedly connected between described floor stringer and the described girder web.
Preferably, described bridge also comprises junction plate, and this junction plate is fitted in described girder web on the surface of described floor stringer, and described stiffening rib is fixedly connected between described junction plate and the described floor stringer.
Preferably, described girder web is a plurality of.
Preferably, this bridge also comprises many reinforced steels and a plurality of duct, these a plurality of ducts are spaced apart from each other and pass each girder web along the horizontal direction of described bridge, and every described reinforced steel passes each duct and is separately fixed on the corresponding girder web.
By below the girder frange plate of bridge, floor stringer being set, increased the supporting capacity of bridge, can further satisfy higher movement requirement.
Other features and advantages of the present invention will partly be described in detail in the specific embodiment subsequently.
Description of drawings
Accompanying drawing is to be used to provide further understanding of the present invention, and constitutes the part of manual, is used from explanation the present invention with the following specific embodiment one, but is not construed as limiting the invention.In the accompanying drawings:
Fig. 1 is the cross-sectional view of the girder of Existing Railway Bridges;
Fig. 2 is the transversely strengthening structure elevation of Existing Railway Bridges;
Fig. 3 is the B-B sectional view of the transversely strengthening structure of Existing Railway Bridges;
Fig. 4 is the elevation of a part of the bridge of one embodiment of the present invention;
Fig. 5 is the A-A sectional view of the part of bridge among Fig. 4;
Fig. 6 is the B-B sectional view (only showing a side) of the part of bridge among Fig. 4.
Description of reference numerals
1 girder, 2 girder frange plates
3 girder webs, 4 reinforced steels
5 reinforced concretes, 6 gripper shoes
7 top flange plates, 8 bottom wing listriums
9 crab-bolts, 10 stiffening ribs
11 junction plates
The specific embodiment
Below in conjunction with accompanying drawing the specific embodiment of the present invention is elaborated.Should be understood that the specific embodiment described herein only is used for description and interpretation the present invention, is not limited to the present invention.
Be example with the heavy haul railway bridge below, bridge provided by the invention is described in detail.
Fig. 4 is the elevation of a part of the bridge of one embodiment of the present invention.This bridge comprises girder 1 and supports the bridge pier (not shown) of this girder 1, girder 1 comprises girder web 3 that is installed on the bridge pier and the girder frange plate 2 that extends to both sides from the upper end of this girder web 3, girder 1 also comprises at least one floor stringer, and this at least one floor stringer is fixedly supported between girder frange plate 2 and the bridge pier at least one side of girder web 3.
When train was started, the gravity of train acted on girder frange plate 2 and the girder web 3 simultaneously.For existing bridge, the girder frange plate 2 of girder 1 is the cantilever construction with respect to the girder web 3 of girder 1, and therefore, the gravity that acts on the girder girder frange plate 2 can form big moment of flexure in this girder frange plate 2 and girder web 3 intersections.The girder frange plate 2 of existing bridge and the bond strength of girder web 3 can satisfy the requirement of starting of ordinary train, but it is for the very big macro-axis of own wt is rearranged car, then very possible owing to act on that the moment of flexure of intersection of girder frange plate 2 and girder web 3 excessively produces cracking, phenomenon such as collapse.In addition, when train load increased again, not only above-mentioned position produced cracking, the phenomenon that collapses, and girder web etc. also can produce cracking, phenomenon collapses.
Be provided with below the girder frange plate 2 of girder 1 have the floor stringer of enough rigidity and intensity after, when train operation, this floor stringer can provide support force upwards for this girder frange plate 2 below girder frange plate 2, thereby can offset and share a part of gravity of train, and then reduced the moment of flexure of girder frange plate 2, thereby improved the supporting capacity of bridge greatly at vertical direction with the intersection of girder web 3.And, when macro-axis is rearranged car by bridge, floor stringer can with girder 1 common compatible deformation, improved the fatigue resistance of bridge.
Described floor stringer can be arranged on the outside of the girder web 3 of girder 1, also can be arranged on the both sides of girder 1, as long as can the girder frange plate 2 of girder 1 be provided a supporting role.And the length bearing of trend of floor stringer is consistent with the length bearing of trend of girder 1.Both can on the whole length direction of girder 1, floor stringer be set, also can the floor stringer piecewise be arranged on the length direction of girder 1 as required.
Floor stringer of the present invention can have multiple structure, for example, floor stringer can be that the cross section that extends along the bridge length direction is the concrete structure of rectangle, also can be to have certain thickness steel plate, as long as can provide a supporting role below girder frange plate 2.
Fig. 6 is the B-B sectional view (only showing a side) of the part of bridge among Fig. 4.As shown in Figure 6, for economical with materials, preferably, floor stringer can comprise gripper shoe 6, and this gripper shoe 6 is supported between the soffit and bridge pier of girder frange plate 2 vertically.Floor stringer is set to comprise that gripper shoe 6 can make full use of the space under the existing bridge, and the below that gripper shoe 6 is set to be supported on vertically girder frange plate 2 can be offset the gravity of train to the pressure of girder frange plate 2 and girder frange plate 2 self effectively.Certainly, the described herein support vertically is not meant gripper shoe 6 vertically absolute on how much, but can realize being as the criterion in producing with reality.For example, the angle between gripper shoe 6 and the horizontal plane can be 90 degree ± 5 degree.
Gripper shoe 6 can be concrete structure, also can be steel work.Gripper shoe 6 can be arranged on the below of girder frange plate 2 by various ways, and for example gripper shoe 6 can directly link to each other with girder frange plate 2.
As shown in Figure 6, in order to alleviate the pressure that gripper shoe 6 is applied to girder frange plate 2, and make things convenient for the setting of gripper shoe 6, preferably, bridge of the present invention can also comprise top flange plate 7, this top flange plate 7 is laid on the soffit of girder frange plate 2, and this top flange plate 7 links to each other with the upper end of gripper shoe 6.
With after the upper end of gripper shoe 6 links to each other, gripper shoe 6 links to each other with girder frange plate 2 indirectly by top flange plate 7, has increased contact area with the soffit of top flange plate 7, has reduced gripper shoe 6 and has acted on pressure on the girder frange plate 2.And, when train process bridge, the support force that gripper shoe 6 offers on the girder frange plate 2 is evenly distributed on the girder frange plate 2 by top flange plate 7, and girder frange plate 2 can not bear extra moment of flexure because of having increased gripper shoe 6, helps improving load carrying capacity of bridge.Top flange plate 7 can also can be not orthogonal to gripper shoe 6 perpendicular to gripper shoe 6.Preferably, top flange plate 7 is perpendicular to gripper shoe 6, and when train was by bridge like this, top flange plate 7 can not produce component in the horizontal direction.
Usually, top flange plate 7 is laid on the soffit of girder frange plate 2 by concrete structure.This concrete structure can not only play interconnect function, but also can play the effect of reinforcing girder frange plate 2 and improving girder 1 supporting capacity.Top flange plate 7 is not limited in by concrete structure and is laid on the soffit of girder frange plate 2, for example, can on top flange plate 7, the duct be set, and on the soffit of girder frange plate 2 punching and crab-bolt is set, by securing member top flange plate 7 is laid on the soffit of girder frange plate 2 then.
Preferably, bridge of the present invention can also comprise bottom wing listrium 8, and this bottom wing listrium 8 is laid on the bridge pier, and this bottom wing listrium 8 links to each other with the lower end of gripper shoe 6.The functional similarity of the function of bottom wing listrium 8 and top flange plate 7 can alleviate gripper shoe 6 and act on pressure on the bridge pier, and gripper shoe 6 more stably is supported between girder frange plate 2 and the bridge pier.
Can use multiple mode that bottom wing listrium 8 is arranged on the bridge pier.For example, can adopt the laying method similar when bottom wing listrium 8 is set, bottom wing listrium 8 is laid on the bridge pier to top flange plate 7, also can be on bridge pier erection support, then bottom wing listrium 8 is installed on the described bearing.
Preferably, adopt method that bottom wing listrium 8 is arranged on the bridge pier at erection support on the bridge pier.Because bottom wing listrium 8 and described bearing can be formed sliding pair, the friction factor between bottom wing listrium 8 and the described bearing is lower at this moment, the resistance in the time of can reducing the bridge slip, thus satisfy the requirement that railroad bridge slides.Described bearing can be a laminated rubber bearing, also can be steel support, can be according to concrete structure and the concrete material selection use different materials of bottom wing listrium 8 and the bearing of structure of bridge pier.
Can on the whole length bearing of trend of gripper shoe 6, bottom wing listrium 8 be set, also bottom wing listrium 8 can only be set on bridge pier.It is pointed out that when being provided with of bottom wing listrium 8 can not be satisfied in the top of bridge pier, should be earlier the top of bridge pier structure be reinforced, for example, the support pinner is set, and then bottom wing listrium 8 is set.
Preferably, top flange plate 7, gripper shoe 6 and bottom wing listrium 8 can form " worker " font structure jointly.The power that " worker " font structure can act on gripper shoe 6 on girder frange plate 2 and the bridge pier distributes more equably, makes the integral bridge structure more stable.So-called I shape is not on the absolute sense, but can realize being as the criterion in the reality production.For example, gripper shoe 6 is not strictly to be positioned on the center line of top flange plate 7 widths with the intersection of top flange plate 7, but can be offset a little to the both sides of the center line of top flange plate 7 widths, offset distance is unlikely to cause stressed too inhomogeneous getting final product on top flange plate 7 both sides.Between bottom wing listrium 8 and the gripper shoe 6 be connected and top flange plate 7 and gripper shoe 6 between be connected similarly, will repeat no more here.
In order to improve the intensity of bridge, to improve the supporting capacity of bridge, preferably, top flange plate 7, gripper shoe 6 and bottom wing listrium 8 are made by steel plate.For the ease of construction, top flange plate 7 all can link to each other with gripper shoe 6 by the mode of welding with bottom wing listrium 8.
In order to guarantee that load can pass to floor stringer by girder, bridge of the present invention can also comprise stiffening rib 10, and this stiffening rib 10 is fixedly connected between floor stringer and the girder web 3.Stiffening rib 10 is set prevents floor stringer side direction unstability, help to improve the stability of floor stringer.As shown in Figure 5, for economical with materials, but the compartment of terrain is provided with stiffening rib 10.
With top flange plate 7 and bottom wing listrium 8 are set in like manner, when stiffening rib 10 is set, junction plate 11 can be set on girder web 3, and this junction plate 11 is fitted in girder web 3 on the surface of floor stringer, and stiffening rib 10 is fixedly connected between junction plate 11 and the floor stringer.By the pressure that junction plate 11 can reduce 10 pairs of girder webs 3 of stiffening rib is set.Equally, for economical with materials, can only junction plate 11 be set in the place that is provided with stiffening rib 10.
Preferably, bridge of the present invention can comprise a plurality of girder webs 3.Usually, these a plurality of girder webs 3 are two.When girder web 3 is two, preferably, can floor stringer be set respectively in the outside of two girder webs 3.When train is passed through, the stressed balance more of bridge, the application life that helps improving bridge.
In order to increase the lateral stiffness of bridge, eliminate diseases such as bridge lateral dividing plate cracking, lateral amplitude of vibration increasing, preferably, bridge of the present invention can also comprise many reinforced steels 4 and a plurality of duct, these a plurality of ducts are spaced apart from each other and pass each girder web 3 along the horizontal direction of described bridge, and every reinforced steel 4 passes each duct and is separately fixed on the corresponding girder web 3.
In order to reach better transversely strengthening effect, preferably, a round road can respectively be set in the upper and lower of girder web 3, and in corresponding duct fixing reinforced steel 4.Further preferably, can be on the relative inwall of a plurality of girder web 3 fluid concrete.
In the described hereinbefore bridge, floor stringer promptly can be on-the-spot the manufacturing, also can be ready-made, and preferably, floor stringer adopts and makes in advance, can shorten on-site construction time like this, does not influence the normal operation of railway.And floor stringer can integral body be made, and is spliced into complete floor stringer more at the scene after also can making multistage.
Below in conjunction with Fig. 5, the work progress of a kind of specific embodiment of bridge of the present invention is described:
(1) in advance gripper shoe 6, top flange plate 7 and bottom wing listrium 8 are welded into integral body, form " worker " font structure;
(2) determine the position of junction plate 11 between gripper shoe 6 and the girder web 3, and junction plate 11 is installed;
(3) boring below the girder frange plate 2 of girder 1, and implant connecting reinforcement;
(4) " worker " font structure that gripper shoe 6, top flange plate 7 and bottom wing listrium 8 are formed is coupled to integral body, and hoisted in position, and on bridge pier erection support;
(5) stiffening rib 10 and junction plate 11 are spliced;
(6) fluid concrete between girder frange plate 2 and top flange plate 7 is finished construction.
By above-mentioned work progress as can be known, because floor stringer is arranged between the girder frange plate 2 and bridge pier of girder 1 of bridge, therefore, when on existing bridge, floor stringer being installed, only need the part of existing bridge is handled, very little to the damage that original structure causes, and construction all can utilize the skylight point of operation to carry out, do not influence the driving of existing railway line, operation is disturbed little, and floor stringer can adopt precast construction, and speed of application is fast.
In sum,, increased the supporting capacity of bridge, can further satisfy higher movement requirement by below the girder frange plate of bridge, floor stringer being set.
Though above by railroad bridge bridge of the present invention has been made indicative description, those skilled in the art should be appreciated that the present invention not only is suitable for railroad bridge, but also are applicable to other bridges, as highway bridge.And; below describe preferred implementation of the present invention in conjunction with the accompanying drawings in detail; but; the present invention is not limited to the detail in the above-mentioned embodiment; in technical conceive scope of the present invention; can carry out multiple simple variant to technical scheme of the present invention, these simple variant all belong to protection scope of the present invention.
Need to prove that in addition each the concrete technical characterictic described in the above-mentioned specific embodiment under reconcilable situation, can make up by any suitable manner.For fear of unnecessary repetition, the present invention is to the explanation no longer separately of various possible compound modes.
In addition, also can make up arbitrarily between the various embodiment of the present invention, as long as it is without prejudice to thought of the present invention, it should be considered as content disclosed in this invention equally.
Claims (10)
1. bridge, this bridge comprises girder (1) and supports the bridge pier of this girder (1), described girder (1) comprises girder web (3) that is installed on the described bridge pier and the girder frange plate (2) that extends to both sides from the upper end of this girder web (3), it is characterized in that, described bridge also comprises at least one floor stringer, and this at least one floor stringer is fixedly supported between described girder frange plate (2) and the described bridge pier at least one side of described girder web (3).
2. bridge according to claim 1 is characterized in that, described floor stringer comprises gripper shoe (6), and this gripper shoe (6) is supported between the soffit and described bridge pier of described girder frange plate (2) vertically.
3. bridge according to claim 2 is characterized in that, this bridge also comprises top flange plate (7), and this top flange plate (7) is laid on the soffit of described girder frange plate (2), and this top flange plate (7) links to each other with the upper end of described gripper shoe (6).
4. bridge according to claim 3 is characterized in that this bridge also comprises concrete structure, and described top flange plate (7) is laid on the soffit of described girder frange plate (2) by this concrete structure.
5. bridge according to claim 4 is characterized in that, this bridge also comprises bottom wing listrium (8), and this bottom wing listrium (8) is arranged on the described bridge pier, and this bottom wing listrium (8) links to each other with the lower end of described gripper shoe (6).
6. bridge according to claim 5 is characterized in that, described top flange plate (7), described gripper shoe (6) and described bottom wing listrium (8) form " worker " font structure.
7. bridge according to claim 1 is characterized in that, this bridge also comprises stiffening rib (10), and this stiffening rib (10) is fixedly connected between described floor stringer and the described girder web (3).
8. bridge according to claim 7, it is characterized in that, described girder web (3) also comprises junction plate (11), this junction plate (11) is fitted in described girder web (3) on the surface of described floor stringer, and described stiffening rib (10) is fixedly connected between described junction plate (11) and the described floor stringer.
9. according to any described bridge among the claim 1-8, it is characterized in that described girder web (3) is a plurality of.
10. bridge according to claim 9, it is characterized in that, this bridge also comprises many reinforced steels (4) and a plurality of duct, these a plurality of ducts are spaced apart from each other and pass each girder web (3) along the horizontal direction of described bridge, and every described reinforced steel (4) passes each duct and is separately fixed on the corresponding girder web (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110083979 CN102191745B (en) | 2011-04-02 | 2011-04-02 | Bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110083979 CN102191745B (en) | 2011-04-02 | 2011-04-02 | Bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102191745A true CN102191745A (en) | 2011-09-21 |
| CN102191745B CN102191745B (en) | 2013-06-12 |
Family
ID=44600544
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201110083979 Active CN102191745B (en) | 2011-04-02 | 2011-04-02 | Bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102191745B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103015329A (en) * | 2012-12-31 | 2013-04-03 | 中铁第四勘察设计院集团有限公司 | I-section steel girder reinforcement small box girder structure |
| CN104271839A (en) * | 2012-09-19 | 2015-01-07 | 又炅技术株式会社 | Psc i-type girder with optimized cross-section and method for designing same. |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2511711Y (en) * | 2001-12-07 | 2002-09-18 | 沈阳铁路局科学技术研究所 | Prestressed lateral strengthened concrete beam |
| US20030019177A1 (en) * | 2001-07-30 | 2003-01-30 | Kwon Heug Jin | Combination light-weight deck form, with connectors |
| JP4020406B2 (en) * | 2006-06-28 | 2007-12-12 | Ｊｆｅ工建株式会社 | Formwork support mechanism and placement method |
| CN201567532U (en) * | 2009-11-30 | 2010-09-01 | 中冶成工建设有限公司 | Novel supporting structure of lid beam of bridge |
| CN101892626A (en) * | 2010-08-02 | 2010-11-24 | 长安大学 | Steel pipe concrete flange combining beam with concrete fender |
| CN101906751A (en) * | 2010-07-20 | 2010-12-08 | 郑志文 | Ready-package emergency bridge and construction method for changing same into permanent bridge |
| CN201730045U (en) * | 2010-08-02 | 2011-02-02 | 长安大学 | Steel tube concrete flange composite beam provided with concrete flange board |
-
2011
- 2011-04-02 CN CN 201110083979 patent/CN102191745B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20030019177A1 (en) * | 2001-07-30 | 2003-01-30 | Kwon Heug Jin | Combination light-weight deck form, with connectors |
| CN2511711Y (en) * | 2001-12-07 | 2002-09-18 | 沈阳铁路局科学技术研究所 | Prestressed lateral strengthened concrete beam |
| JP4020406B2 (en) * | 2006-06-28 | 2007-12-12 | Ｊｆｅ工建株式会社 | Formwork support mechanism and placement method |
| CN201567532U (en) * | 2009-11-30 | 2010-09-01 | 中冶成工建设有限公司 | Novel supporting structure of lid beam of bridge |
| CN101906751A (en) * | 2010-07-20 | 2010-12-08 | 郑志文 | Ready-package emergency bridge and construction method for changing same into permanent bridge |
| CN101892626A (en) * | 2010-08-02 | 2010-11-24 | 长安大学 | Steel pipe concrete flange combining beam with concrete fender |
| CN201730045U (en) * | 2010-08-02 | 2011-02-02 | 长安大学 | Steel tube concrete flange composite beam provided with concrete flange board |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104271839A (en) * | 2012-09-19 | 2015-01-07 | 又炅技术株式会社 | Psc i-type girder with optimized cross-section and method for designing same. |
| CN104271839B (en) * | 2012-09-19 | 2016-05-04 | 又炅技术株式会社 | There is PSC I type beam and the method for designing thereof in the cross section of optimization |
| CN103015329A (en) * | 2012-12-31 | 2013-04-03 | 中铁第四勘察设计院集团有限公司 | I-section steel girder reinforcement small box girder structure |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102191745B (en) | 2013-06-12 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101603288B (en) | Three-truss main girder structure of highway and railway bi-purpose cable-stayed bridge and installation method thereof | |
| CN201400850Y (en) | Large-span steel girder for straddle single-track traffic system | |
| CN204530418U (en) | A kind of steel plate combination beam bridge | |
| CN103938549B (en) | The construction method of the oblique web combination beam of assembled waveform steel | |
| CN204662235U (en) | A kind of steel plate combination T beam bridge | |
| CN102330408A (en) | Bridge | |
| CN103556566B (en) | Long-Span Railway Cable-Stayed Bridge main beam structure | |
| CN103590315B (en) | Public iron is with layer great cantilever steel box-girder | |
| CN203639802U (en) | Large-span railway cable-stayed bridge girder structure | |
| CN104233947A (en) | Steel-concrete combined rail beam for straddle monorail | |
| CN102268856A (en) | Box-truss combined structured girder of large-span railway cable-stayed bridge and construction method of box-truss combined structured girder | |
| CN102191745B (en) | Bridge | |
| CN203834340U (en) | Open type bond beam truss bridge | |
| CN103075024A (en) | Space truss underpinning structure with combination of steel and prestressed concrete and construction method thereof | |
| CN102433837B (en) | Orthogonal anisotropic plate integrated steel bridge deck of side box girder and longitudinal and transverse beam railway and construction method | |
| CN105821753B (en) | A kind of novel railway curve Cable-stayed Bridge with Slanted Pylon | |
| CN202187278U (en) | Bridge | |
| CN109930469B (en) | Steel box girder thin-wall pier rigid frame cable-stayed bridge suitable for straddle type monorail | |
| CN103911948B (en) | Be applied to horizontal purlin formula steel work and the construction method thereof of wide concrete rib plate-girder | |
| CN113652948A (en) | High-speed railway cable-stayed bridge with improved rigidity | |
| CN209941469U (en) | Steel box girder thin-wall pier rigid frame cable-stayed bridge suitable for straddle type monorail | |
| CN210561505U (en) | Beam-rail integrated medium-low speed magnetic levitation track beam containing pi-shaped track | |
| CN113584962A (en) | Rubber-tyred tramcar double-box steel-concrete combined track beam structure and construction method thereof | |
| KR20130126057A (en) | Truss-type bridge structure | |
| CN112502017A (en) | Durable web butt-joint type prefabricated combined beam bridge and construction method |
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 |