CN206902529U - Steel pipe web prestressing force steel reinforced concrete combines main beam structure - Google Patents
Steel pipe web prestressing force steel reinforced concrete combines main beam structure Download PDFInfo
- Publication number
- CN206902529U CN206902529U CN201720860106.8U CN201720860106U CN206902529U CN 206902529 U CN206902529 U CN 206902529U CN 201720860106 U CN201720860106 U CN 201720860106U CN 206902529 U CN206902529 U CN 206902529U
- Authority
- CN
- China
- Prior art keywords
- steel
- concrete
- steel pipe
- web
- reinforced concrete
- 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
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a kind of steel pipe web prestressing force steel reinforced concrete to combine main beam structure, including concrete roof, concrete floor, web steel pipe, prestressing with bond steel strand wires, external prestressing tendon, diaphragm plate, described web steel pipe is embedded between concrete roof and concrete floor, adjacent two web steel pipe tops and bottom are connected by shear connector Bolt plate, form longitudinal triangle rock-steady structure, more steel pipes are connected with each other successively, form beam body web, bear beam body shearing and part moment of flexure, prestress wire is embedded in top inside described, in underplate concrete, described external prestressing tendon is arranged on inside steel reinforced concrete assembled beam frame, described diaphragm plate is located inside steel reinforced concrete assembled beam frame, set together every a segment distance, with top, underplate concrete pours consolidation as entirety.
Description
Technical field
It the utility model is related to one kind and be used for civil engineering bridge technology field, be more particularly to a kind of steel pipe web and in advance should
Power steel reinforced concrete combines main beam structure.
Background technology
Bridge is in highway, railway, urban road and road and water conservancy construction, in order to cross over various obstacle (such as rivers
Stream or other structures) works.By structure type, bridge can typically divide beam bridge, arch bridge, cable-stayed bridge and suspension bridge；By being used
Material type, bridge generally can be divided into wooden bridge, masonry bridge, reinforced concrete bridge, steel bridge, steel-concrete combined structure bridge etc..
Beam bridge is using the bridge by the girder based on curved as supporting member.Girder can be solid web girder or girder truss.Steel
Mixed combining structure beam bridge is by steel and two kinds of concrete girder material of different nature, a kind of combined novel bridge formed
Structure type.The tensile property of steel and the compressive property of concrete are taken full advantage of due to such bridge, steel can be significantly improved
The mechanical property and raising economy of structure, and there is the advantages of easy for construction, handsome in appearance, environmental protection and energy saving, therefore increasingly
It is widely used in bridge engineering construction field.
Traditional steel concrete combining structure beam bridge is typically using concrete slab and plate girder, steel box-girder or steel truss
The mode that beam is combined.Because the deadweight of real abdomen steel reinforced concrete combination beam (steel plate combination beam, composite beam of steel box) is lighter, real abdomen steel plate is easily
By Wind effects；Empty stomach steel reinforced concrete combination beam (steel truss combination beam) is without image of Buddha tradition prestressed concrete beam bridge, top, bottom plate
Apply prestressing force in concrete to resist dead load and mobile load, therefore span ability is by larger limitation；Traditional girder steel assembling construction
When, cantilever construction is more difficult, need to set up floor stand and be used for girder steel assembly temporary support.Thus on the whole, traditional steel reinforced concrete
Coagulating the main deficiency of local soil type's conjunction structure beam bridge is：(1) poor (2) the empty stomach steel reinforced concrete combination beam of real abdomen steel reinforced concrete combination beam wind loading rating is pre-
Stress applies difficulty, and span ability is complicated by limitation (3) construction, and construction site takes larger.
So under this background, a kind of satisfaction of exploitation possesses bigger span ability and construction is more convenient, new
Steel pipe web prestressing force steel-concrete combined structure beam bridge structure form, has great practical value.
Utility model content
The purpose of this utility model is to be to provide a kind of steel pipe web prestressing force steel reinforced concrete combination main beam structure and construction party
Method, the bearing capacity of traditional steel-concrete combined structure beam bridge is improved in terms of structural system and inherent force-mechanism, is applied with traditional
The linking of work method is good, convenient to carry out.
To achieve these goals, the utility model uses following technical measures：
A kind of steel pipe web prestressing force steel reinforced concrete combines main beam structure, including concrete roof, concrete floor, web steel
Pipe, prestressing with bond steel strand wires, external prestressing tendon and diaphragm plate, described web steel pipe are arranged on concrete roof and coagulation
Between native bottom plate, web steel pipe top and bottom are provided with shear connector, and web steel pipe passes through shear connector, steel pipe spacer bar and coagulation
Tu Ding, bottom plate are connected to form steel reinforced concrete combination main girder frame, and described diaphragm plate is horizontally installed on inside steel reinforced concrete assembled beam frame, often
Set together every a segment distance, with concrete top, bottom slab concreting consolidation to be overall, for increasing beam body lateral stiffness；Described
Prestressing with bond steel strand wires are embedded in top, in underplate concrete, and described external prestressing tendon is arranged on steel reinforced concrete assembled beam frame
Inside, one end are anchored on the diaphragm plate of beam-ends, and the other end is anchored on the diaphragm plate of pier top, and center section is passed through on diaphragm plate
External prestressing turn to steel sleeve after, complete design external prestressing vertically turns to.Further, described concrete roof
It is segmental construction with bottom plate, the embedded deformed bar pipeline in each section before pouring.
Further, deformed bar passes through corresponding section deformed bar pipeline stretch-draw anchor inside described, and leads to
It is common with top, underplate concrete after prestressing with bond reinforcing bar is combined into entirety with top, underplate concrete after piping mud jacking
Bear construction loads and a phase dead load.
Further, described web steel pipe is hollow steel tube, along the longitudinal direction side of concrete roof and concrete floor
To being arranged symmetrically two row hollow steel tubes, each column hollow steel tube includes multiple hollow steel tubes for being obliquely installed and being sequentially connected.
Further, adjacent two web steel pipe tops and bottom are connected by shear connector Bolt plate, form longitudinal triangle
Shape rock-steady structure, more steel pipes are connected with each other successively, form girder web plate, bear shearing and part moment of flexure.
Further, described external prestressing tendon according to design bearing capacity, can it is lateral symmetry set it is a plurality of, bear to transport
Battalion's phase mobile load.
Further, described diaphragm plate is reinforced concrete structure, including middle diaphragm plate, pier top diaphragm plate and end tabula
Plate, middle diaphragm plate are designed with multiple, the beam body middle part between pier top and beam-ends, its internal pre-buried external prestressing steering steel
Sleeve pipe, for aiding in external prestressing tendon to turn to；Pier top diaphragm plate is located at pier top position, and end diaphragm plate is located at beam-ends, inside it
Also pre-buried anchoring sleeve, anchored for external prestressing tendon.
Main beam structure construction method, including following steps are combined to described steel pipe web prestressing force steel reinforced concrete：
Step 1：Assembled No. 0 block beam section bottom plate and colligation baseplate reinforcing bar on pier top platform bracket, will according to design
Arrangement and pre-buried prestress pipe, this assembled section web steel pipe are asked, and steel pipe bottom shear connector is temporarily fixed at bottom plate phase
Answer design attitude；
Step 2：No. 0 block underplate concrete is poured, when concrete reaches the 90% of design strength, is carried out pre- in bottom-plate body
Prestress steel strand pipeline lashing, tensioning, anchoring；
Step 3：Full framing and top board construction platform are set up on pier top platform bracket, with step 1, carries out No. 0 block girder
Top plate formwork erection, reinforcing bar colligation, concreting, tensioning construction.Fine setting is positioned at steel pipe top in top plate before concreting
Portion shears key position, complies with design requirement；
Step 4：In pier top beam section top surface both ends symmetrically assembled Hanging Basket system, and carry out load test；
Step 5：Assembled 1# beam sections bottom plate and colligation baseplate reinforcing bar in Hanging Basket bottom die platform, according to design requirement cloth
Put and pre-buried prestress pipe, assembly connects this section web steel pipe, and steel pipe bottom shear connector is temporarily fixed at into bottom plate phase
Answer design attitude；
Step 6：No. 1 block beam section underplate concrete is poured, when concrete reaches the 90% of design strength, carries out bottom-plate body
Interior prestress wire pipeline lashing, tensioning, anchoring；
Step 7：No. 1 block beam section top plate formwork erection, reinforcing bar colligation, concreting, the prestressing force on Hanging Basket top plate platform
Draw construction.Fine setting complies with design requirement positioned at steel pipe top shearing key position in top plate before concreting；
Step 8：Hanging Basket system moves forward, 5~step 7 of repeat step, into next section main girder construction, until full-bridge closes
Dragon；
Step 9：When construction to tabula Board position, formwork erection colligation diaphragm plate reinforcing bar, and pre-buried steering or anchor；
Step 10：External prestressing tendon passes through corresponding anchor block and steering block, is stretched to design load anchoring.
The utility model has advantages below relative to prior art：
(1) top plate and bottom plate employ prestressed reinforced concrete construction, with the steel truss combination beam that conventional upper is concrete
Compare, greatly improve beam body bearing capacity
(2) web uses steel pipe truss, solves real abdomen steel plate concrete composite beam bridge and is highly prone to Wind effects
Deficiency, and material usage is less, has good engineering economy；
(3) Hanging Basket cantilever construction is used, construction safety is reliable, saves construction site and plant.
(4) structure undertakes most moment of flexure using roof and floor concrete and prestressing force, and web steel pipe undertakes major part
Shearing, structural system is simple, and structure stress is clear and definite.
Brief description of the drawings
, below will be to embodiment in order to illustrate more clearly of the utility model embodiment or technical scheme of the prior art
Or the required accompanying drawing used is briefly described in description of the prior art, it should be apparent that, drawings in the following description are these
Some embodiments of utility model, for those of ordinary skill in the art, on the premise of not paying creative work, also
Other accompanying drawings can be obtained according to these accompanying drawings.
Fig. 1 is that steel pipe web prestressing force steel reinforced concrete combines main beam structure elevational schematic view；
Fig. 2 is that steel pipe web prestressing force steel reinforced concrete combines main beam structure close-up schematic view；
Fig. 3 is that steel pipe web prestressing force steel reinforced concrete combines main beam structure A-A sectional schematic diagrams；
Fig. 4 is web steel pipe assembly schematic diagram；
Fig. 5 is that steel pipe web prestressing force steel reinforced concrete combines main beam structure cantilever construction schematic diagram；
In figure：1- steel pipe web prestressing force steel reinforced concrete combines main beam structure, 2- concrete rooves, 3- concrete floors, 4- abdomens
Slab pipe, 5- prestressing with bond steel strand wires, 6- external prestressing tendons, 7- diaphragm plates, 8- shear connectors, 9- external prestressings turn to steel
Sleeve pipe, 10- shear connector Bolt plates, 11- steel pipe spacer bars, diaphragm plate in 12-, 13- pier top diaphragm plates, 14- ends diaphragm plate,
15- Hanging Basket systems, 16- bottom plates platform, 17- top plate platforms.
Embodiment
It is noted that described further below is all exemplary, it is intended to provides further instruction to the application.It is unless another
Indicate, all technologies used herein and scientific terminology are with usual with the application person of an ordinary skill in the technical field
The identical meanings of understanding.
It should be noted that term used herein above is merely to describe embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singulative
It is also intended to include plural form, additionally, it should be understood that, when in this manual using term "comprising" and/or " bag
Include " when, it indicates existing characteristics, step, operation, device, component and/or combinations thereof.
As background technology is introduced, it is poor to there is (1) real abdomen steel reinforced concrete combination beam wind loading rating in the prior art；(2)
Empty stomach steel reinforced concrete combination beam prestress application is difficult, and span ability is smaller；(3) rack construction is complicated, and construction site takes larger.For
Solves technical problem as above, present applicant proposes a kind of steel pipe web prestressing force steel reinforced concrete combination main beam structure and construction party
Method.
Below in conjunction with accompanying drawing, structure of the present utility model is further described.
The utility model provides a kind of relative to traditional steel reinforced concrete combination main beam structure, structure stress mechanism and load-carrying efficiency
It is higher, to possess superior bigger span ability, economic performance, field operation amount and a kind of less steel pipe web of difficulty of construction pre-
Stress steel reinforced concrete combines main beam structure.
With reference to shown in Fig. 1, Fig. 2, a kind of steel pipe web prestressing force steel reinforced concrete combination main beam structure 1, including concrete roof 2,
Concrete floor 3, web steel pipe 4, prestressing with bond steel strand wires 5, external prestressing tendon 6, diaphragm plate 7.
With reference to shown in Fig. 3, Fig. 4, web steel pipe 4 is arranged between concrete roof 2 and concrete floor 3, web steel pipe 4
Top and bottom are provided with shear connector 8, and web steel pipe 4 is connected by shear connector 8, steel pipe spacer bar 11 with top, underplate concrete
Form steel reinforced concrete assembled beam frame.
With reference to shown in Fig. 1, Fig. 2, Fig. 3, prestressing with bond steel strand wires 5 are embedded in top, in underplate concrete；External prestressing
Rope 6 is arranged on inside steel reinforced concrete assembled beam frame, and one end is anchored on beam-ends diaphragm plate 14, and the other end is anchored at pier top diaphragm plate
13, after center section turns to steel sleeve 9 through diaphragm plate external prestressing, complete design external prestressing vertically turns to；Tabula
Plate 7 is located inside steel reinforced concrete assembled beam frame, is set together every a segment distance, and consolidation is poured to be overall with top, underplate concrete,
For increasing beam body lateral stiffness.
With reference to shown in Fig. 1, Fig. 2, concrete roof 2 and bottom plate 3 are segmental construction, and each section is embedded before pouring in advance should
Power reinforcing bar pipeline.
With reference to shown in Fig. 1, Fig. 2, prestressing with bond reinforcing bar passes through corresponding section deformed bar pipeline stretch-draw anchor, and leads to
It is common with top, underplate concrete after prestressing with bond steel strand wires 5 is combined into entirety with top, underplate concrete after piping mud jacking
It is same to bear construction loads and a phase dead load.
With reference to shown in Fig. 2, Fig. 3, Fig. 4, web steel pipe 4 is that hollow steel tube includes more, along concrete roof and
The longitudinal direction of concrete floor, two row hollow steel tubes being arranged symmetrically, each column hollow steel tube is vertical angularly disposed, and adjacent two
Root web steel pipe top and bottom are connected by shear connector Bolt plate 10, form longitudinal triangle rock-steady structure, more steel pipes according to
Secondary interconnection, girder web plate is formed, bear shearing and part moment of flexure.
With reference to shown in Fig. 2, Fig. 3, external prestressing tendon 6 according to design bearing capacity, can it is lateral symmetry set it is a plurality of, bear
Operation phase mobile load.
With reference to shown in Fig. 1, Fig. 2, Fig. 3, diaphragm plate 7 is reinforced concrete structure, is divided into middle diaphragm plate 12, pier top diaphragm plate
13 turn to end diaphragm plate 14, beam body middle part of the middle diaphragm plate 12 between pier top and beam-ends, internal pre-buried external prestressing
Steel sleeve 9, for aiding in external prestressing reinforcing bar to turn to；Pier top diaphragm plate 13 is located at pier top position, and end diaphragm plate 14 is located at beam
End, internal pre-buried anchoring sleeve, is anchored for external prestressing tendon.
Girder knot construction method is combined to steel pipe web prestressing force steel reinforced concrete, is described in detail, including following steps：
Step 1：Assembled No. 0 block beam section bottom plate and baseplate reinforcing bar is tied up on pier top platform bracket, according to design requirement
Arrangement and pre-buried prestress pipe, assembly connects this section web steel pipe 4, and steel pipe bottom shear connector 8 is temporarily fixed at into bottom
Plate respective design position；
Step 2：No. 0 block underplate concrete is poured, when concrete reaches the 90% of design strength, is carried out pre- in bottom-plate body
The pipeline lashing of prestress steel strand 5, tensioning, anchoring；
Step 3：Full framing and top board construction platform are set up on pier top platform bracket, with step 1, carries out No. 0 block girder
Top plate formwork erection, reinforcing bar colligation, concreting, tensioning construction.Fine setting is positioned at steel pipe top in top plate before concreting
The position of portion's shear connector 8, complies with design requirement；
Step 4：In pier top beam section top surface both ends symmetrically assembled Hanging Basket system 15, and carry out load test；
Step 5：Assembled 1# beam sections bottom plate and colligation baseplate reinforcing bar on Hanging Basket bottom plate platform 16, according to design requirement
Arrangement and pre-buried prestress pipe, assembly connects this section web steel pipe 4, and steel pipe bottom shear connector 8 is temporarily fixed at into bottom
Plate respective design position；
Step 6：No. 1 block beam section underplate concrete is poured, when concrete reaches the 90% of design strength, carries out bottom-plate body
The interior pipeline lashing of prestress wire 5, tensioning, anchoring；
Step 7：No. 1 block beam section top plate formwork erection, reinforcing bar colligation, concreting, the prestressing force on Hanging Basket top plate platform 17
Stretching construction.Fine setting complies with design requirement positioned at the position of steel pipe top shear connector 8 in top plate before concreting；
Step 8：Hanging Basket system 15 moves forward, 5~step 7 of repeat step, into next section main girder construction, until full-bridge closes
Dragon；
Step 9：When construction to the position of diaphragm plate 7, formwork erection colligation diaphragm plate reinforcing bar, and pre-buried steering or anchor；
Step 10：External prestressing tendon 6 passes through corresponding anchor block and steering block, is stretched to design load anchoring.
It is not new to this practicality although above-mentioned specific embodiment of the present utility model is described with reference to accompanying drawing
The limitation of type protection domain, one of ordinary skill in the art should be understood that on the basis of the technical solution of the utility model, ability
Field technique personnel need not pay the various modifications that creative work can make or deformation still in protection model of the present utility model
Within enclosing.
Claims (7)
1. a kind of steel pipe web prestressing force steel reinforced concrete combines main beam structure, it is characterised in that including concrete roof, concrete bottom
Plate, web steel pipe, prestressing with bond steel strand wires, external prestressing tendon and diaphragm plate, described web steel pipe are arranged on concrete
Between top plate and concrete floor, web steel pipe top and bottom are provided with shear connector, and web steel pipe is positioned by shear connector, steel pipe
Reinforcing bar connects with concrete top, bottom plate to be formed steel reinforced concrete and combines main girder frame, and described diaphragm plate is horizontally installed on steel reinforced concrete combination beam
Lower portion, set together every a segment distance, with concrete top, bottom slab concreting consolidation to be overall, for increasing beam body transverse direction
Rigidity；Prestress wire is embedded in top, in underplate concrete inside described, and described external prestressing tendon is arranged on steel reinforced concrete
Inside assembled beam frame, one end is anchored on the diaphragm plate of beam-ends, and the other end is anchored on the diaphragm plate of pier top, and center section is worn
After crossing the external prestressing steering steel sleeve on diaphragm plate, complete design external prestressing vertically turns to.
2. steel pipe web prestressing force steel reinforced concrete as claimed in claim 1 combines main beam structure, it is characterised in that described concrete
Top plate and bottom plate are segmental construction, the embedded deformed bar pipeline in each section before pouring.
3. steel pipe web prestressing force steel reinforced concrete as claimed in claim 1 combines main beam structure, it is characterised in that pre- inside described
Stress reinforcing bar passes through corresponding section deformed bar pipeline stretch-draw anchor, and by pipeline pneumatic mortar after, make prestressing with bond reinforcing bar
After being combined into entirety with top, underplate concrete, construction loads and a phase dead load are born jointly with top, underplate concrete.
4. steel pipe web prestressing force steel reinforced concrete as claimed in claim 1 combines main beam structure, it is characterised in that described web steel
Manage as hollow steel tube, along concrete roof and the longitudinal direction of concrete floor, be arranged symmetrically two row hollow steel tubes, each column
Hollow steel tube includes multiple hollow steel tubes for being obliquely installed and being sequentially connected, and forms longitudinal triangle rock-steady structure；And then formed
Main beam web, bear shearing and part moment of flexure.
5. steel pipe web prestressing force steel reinforced concrete as claimed in claim 4 combines main beam structure, it is characterised in that adjacent two webs
Steel pipe top and bottom are connected by shear connector Bolt plate.
6. steel pipe web prestressing force steel reinforced concrete as claimed in claim 1 combines main beam structure, it is characterised in that described is external pre-
Stress rope can be symmetrical arranged a plurality of along the longitudinal direction of steel reinforced concrete assembled beam frame, bear the operation phase according to design bearing capacity
Mobile load.
7. steel pipe web prestressing force steel reinforced concrete as claimed in claim 1 combines main beam structure, it is characterised in that described diaphragm plate
For reinforced concrete structure, including middle diaphragm plate, pier top diaphragm plate and end diaphragm plate, middle diaphragm plate be designed with it is multiple, positioned at pier
In the middle part of beam body between top and beam-ends, its internal pre-buried external prestressing turns to steel sleeve, for aiding in external prestressing tendon to turn
To；Pier top diaphragm plate is located at pier top position, and end diaphragm plate be located at beam-ends, also pre-buried anchoring sleeve inside it, is answered in advance for external
Power rope anchors.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720860106.8U CN206902529U (en) | 2017-07-14 | 2017-07-14 | Steel pipe web prestressing force steel reinforced concrete combines main beam structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720860106.8U CN206902529U (en) | 2017-07-14 | 2017-07-14 | Steel pipe web prestressing force steel reinforced concrete combines main beam structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206902529U true CN206902529U (en) | 2018-01-19 |
Family
ID=61313037
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720860106.8U Expired - Fee Related CN206902529U (en) | 2017-07-14 | 2017-07-14 | Steel pipe web prestressing force steel reinforced concrete combines main beam structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206902529U (en) |
-
2017
- 2017-07-14 CN CN201720860106.8U patent/CN206902529U/en not_active Expired - Fee Related
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| AU2015409344B2 (en) | Assembled type pier column member with steel-concrete composite structure | |
| WO2019149270A1 (en) | Assembled pier for mixed reinforcement of normal steel rebar and finished threaded steel bar | |
| CN106894326B (en) | The construction method of assembled pretensioned prestressing corrugated steel web plate composite box girder | |
| CN207194146U (en) | Prestressing force assembly concrete frame joint attachment structure | |
| CN103758023B (en) | Prestressed concrete and steel truss mixed continuous rigid frame bridge and construction method thereof | |
| CN104988844B (en) | Two times tensioning prestressing force assembled Wavelike steel webplate combination beam | |
| CN106906748B (en) | Based on the construction method for mixing prestressed assembled corrugated steel web plate composite box girder | |
| CN211815489U (en) | Super large span flying swallow type concrete filled steel tube arch bridge with self-anchoring suspension cable system | |
| CN111335142A (en) | Self-anchored cable-stayed bowstring arch bridge | |
| CN109440623A (en) | The interim splicing structure of concrete segment precast bridge | |
| CN113882238A (en) | Large-span deck cable-auxiliary beam arch combined rigid frame bridge and construction method thereof | |
| CN103046463A (en) | Assembly type saddle-shell-shaped bottom plate continuous box girder bridge and construction method thereof | |
| CN107905084B (en) | RPC steel truss combined bridge deck and continuous beam bridge | |
| CN107119582B (en) | T-shaped rigid frame bridge back tower cable-stayed reinforcing structure and construction method thereof | |
| CN206570671U (en) | Based on the prestressed assembled corrugated steel web plate composite box girder of mixing | |
| CN107142830A (en) | Steel pipe web prestressing force steel reinforced concrete combines main beam structure and construction method | |
| CN112982139A (en) | Wide-width large-span hybrid beam and short-tower cable-stayed bridge system and construction method thereof | |
| CN104562944A (en) | Large span composite beam cable-stayed bridge side steel box temporary anchorage system | |
| CN106948486A (en) | Steel tubes Combined concrete frame system and construction method | |
| CN208362941U (en) | One kind reinforcing the old hollow slab bridge construction of single hole by real abdomen Bars In Poured Concrete Slab | |
| CN217268348U (en) | Hybrid prestressed composite beam | |
| CN206902529U (en) | Steel pipe web prestressing force steel reinforced concrete combines main beam structure | |
| CN214089518U (en) | Double-amplitude four-cable-plane cable-stayed bridge of single-blade hyperboloid single-column tower | |
| CN114837059A (en) | Mountain rock anchor cable-stayed flexible arch cooperation system bridge and construction method thereof | |
| CN210917010U (en) | Tube-in-tube bridge tower of space mixed cable net suspension bridge with parabolic arched tower cap |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180119 Termination date: 20210714 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |