CN107142830A - Steel pipe web prestressing force steel reinforced concrete combines main beam structure and construction method - Google Patents
Steel pipe web prestressing force steel reinforced concrete combines main beam structure and construction method Download PDFInfo
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- CN107142830A CN107142830A CN201710575198.XA CN201710575198A CN107142830A CN 107142830 A CN107142830 A CN 107142830A CN 201710575198 A CN201710575198 A CN 201710575198A CN 107142830 A CN107142830 A CN 107142830A
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- 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
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- 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
- E01D2101/285—Composite prestressed concrete-metal
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a kind of steel pipe web prestressing force steel reinforced concrete combination main beam structure and construction method, 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, many steel pipes are connected with each other successively, form beam body web, bear beam body shearing and part moment of flexure, described prestressing with bond steel strand wires are embedded in top, 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, it is entirety that underplate concrete, which pours consolidation,.
Description
Technical field
It is used for civil engineering bridge technology field the present invention relates to one kind, is more particularly to a kind of steel pipe web prestress steel
Mixed combination main beam structure and construction method.
Background technology
During bridge is highway, railway, urban road and road and water conservancy construction, in order to across various obstacles (such as river
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 be using by the girder based on curved as supporting member bridge.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
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 are easy 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 the traditional prestressed concrete beam bridge of the image of Buddha, 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, and need to set up floor stand is used for the assembled temporary support of girder steel.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 difficult, 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.
The content of the invention
The purpose of the present invention is to be to provide a kind of steel pipe web prestressing force steel reinforced concrete combination main beam structure and construction method, from
The bearing capacity of traditional steel-concrete combined structure beam bridge is improved in terms of structural system and inherent force-mechanism, with traditional construction method
Linking is good, convenient to carry out.
To achieve these goals, the present invention 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, be overall with concrete top, bottom slab concreting consolidation, 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 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 passed through on diaphragm plate
External prestressing turn to steel sleeve after, complete design external prestressing is vertically turned to.Further, described concrete roof
It is segmental construction with bottom plate, deformed bar pipeline is buried in each section before pouring.
Further, described prestressing with bond reinforcing bar passes through corresponding section deformed bar pipeline stretch-draw anchor, and leads to
After piping mud jacking, prestressing with bond reinforcing bar is set to be combined into top, underplate concrete after entirety, it is common with top, underplate concrete
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, many steel pipes are connected with each other successively, form girder web plate, bear shearing and part moment of flexure.
Further, described external prestressing tendon lateral symmetry can set a plurality of, bear fortune according to design bearing capacity
Battalion's phase mobile load.
Further, described diaphragm plate be reinforced concrete structure, including middle diaphragm plate, pier top diaphragm plate and end tabula
Plate, middle diaphragm plate is 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, is 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, No. 0 block girder is carried out
Top plate formwork erection, reinforcing bar colligation, concreting, tensioning construction.Fine setting is located at steel pipe top in top plate before concreting
Portion shears key position, complies with design requirement；
Step 4：In the symmetrical assembled Hanging Basket system in pier top beam section top surface two ends, and carry out load test；
Step 5：Assembly 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, bottom-plate body is carried out
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 is located at steel pipe top shearing key position in top plate before concreting, complies with design requirement；
Step 8：Hanging Basket system moves forward, 5~step 7 of repeat step, into next section main girder construction, until full-bridge is closed
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 present invention 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, with 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
In order to illustrate more clearly about the embodiment of the present invention or technical scheme of the prior art, below will be to embodiment or existing
There is the accompanying drawing used required in technology description to be briefly described, it should be apparent that, drawings in the following description are the present invention
Some embodiments, for those of ordinary skill in the art, on the premise of not paying creative work, can also basis
These accompanying drawings obtain other 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 the assembled schematic diagram of web steel pipe；
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
Diaphragm plate in sleeve pipe, 10- shear connector Bolt plates, 11- steel pipe spacer bars, 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 provide further instruction to the application.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.
It is poor in the presence of (1) real abdomen steel reinforced concrete combination beam wind loading rating in the prior art as background technology is introduced；(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
Technical problem as above is solved, 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, the structure to the present invention is further described.
Combine main beam structure relative to traditional steel reinforced concrete the invention provides one kind, structure stress mechanism and load-carrying efficiency compared with
It is high, possess superior bigger span ability, economic performance, field operation amount and a kind of less steel pipe web of difficulty of construction and in advance should
Power 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, center section is turned to after steel sleeve 9 through diaphragm plate external prestressing, and complete design external prestressing is vertically turned to；Tabula
Plate 7 is located inside steel reinforced concrete assembled beam frame, every segment distance setting together, and it is entirety to pour consolidation 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, which is buried, 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
After piping mud jacking, prestressing with bond steel strand wires 5 are made to be combined into top, underplate concrete after entirety, it is common with top, underplate concrete
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 many, along along concrete roof and
The longitudinal direction of concrete floor, has been arranged symmetrically two row hollow steel tubes, and 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, many steel pipes according to
It is secondary to be connected with each other, girder web plate is formed, shearing and part moment of flexure is born.
With reference to shown in Fig. 2, Fig. 3, external prestressing tendon 6 lateral symmetry can set a plurality of, bear according to design bearing capacity
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 are located in the middle part of the beam body between pier top and beam-ends with end diaphragm plate 14, middle diaphragm plate 12, and internal pre-buried external prestressing is turned to
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, for external prestressing tendon anchoring.
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
Arrange 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, No. 0 block girder is carried out
Top plate formwork erection, reinforcing bar colligation, concreting, tensioning construction.Fine setting is located at steel pipe top in top plate before concreting
The position of portion's shear connector 8, complies with design requirement；
Step 4：In the symmetrical assembled Hanging Basket system 15 in pier top beam section top surface two ends, and carry out load test；
Step 5：Assembly 1# beam sections bottom plate and colligation baseplate reinforcing bar on Hanging Basket bottom plate platform 16, according to design requirement
Arrange 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, bottom-plate body is carried out
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 is located at the position of steel pipe top shear connector 8 in top plate before concreting, complies with design requirement；
Step 8：Hanging Basket system 15 moves forward, 5~step 7 of repeat step, into next section main girder construction, until full-bridge is closed
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.
Although above-mentioned the embodiment of the present invention is described with reference to accompanying drawing, not to present invention protection model
The limitation enclosed, one of ordinary skill in the art should be understood that on the basis of technical scheme those skilled in the art are not
Need to pay various modifications or deform still within protection scope of the present invention that creative work can make.
Claims (8)
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 is connected 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, sets together every a segment distance, is entirety with concrete top, bottom slab concreting consolidation, horizontal for increasing beam body
Rigidity；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
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
Cross the external prestressing on diaphragm plate to turn to after steel sleeve, complete design external prestressing is vertically turned 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, and deformed bar pipeline is buried 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 described is internal pre-
Stress reinforcing bar pass through corresponding section deformed bar pipeline stretch-draw anchor, and by pipeline pneumatic mortar after, make prestressing with bond reinforcing bar
It is combined into top, underplate concrete after entirety, construction loads and a phase dead load is 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, bears 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 is located at beam-ends, also pre-buried anchoring sleeve inside it, in advance should for external
Power rope is anchored.
8. the steel pipe web prestressing force steel reinforced concrete as any one of claim 1-6 combines the construction method of main beam structure, its
It is characterized in：Comprise the following steps：
Step 1：Assembled No. 0 block beam section bottom plate and colligation baseplate reinforcing bar on pier top platform bracket, 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 2：No. 0 block underplate concrete is poured, when concrete reaches the 90% of design strength, bottom plate prestressing with bond is carried out
Steel strand wires pipeline lashing, tensioning, anchoring；
Step 3：Full framing and top board construction platform are set up on pier top platform bracket, with step 1, No. 0 block girder top plate is carried out
Formwork erection, reinforcing bar colligation, concreting, tensioning construction；Fine setting is located at steel pipe in concrete roof before concreting
Top shears key position, complies with design requirement；
Step 4：In the symmetrical assembled Hanging Basket system in pier top beam section top surface two ends, and carry out load test；
Step 5：Assembly 1# beam sections bottom plate and colligation baseplate reinforcing bar in Hanging Basket bottom die platform, according to design requirement arrangement simultaneously
Pre-buried prestress pipe, assembly connects this section web steel pipe, and steel pipe bottom shear connector is temporarily fixed at into bottom plate accordingly set
Count position；
Step 6：No. 1 block beam section underplate concrete is poured, when concrete reaches the 90% of design strength, prestressing with bond is carried out
Steel strand wires pipeline lashing, tensioning, anchoring；
Step 7：No. 1 block beam section top plate formwork erection, reinforcing bar colligation, concreting, prestressed stretch-draw are applied on Hanging Basket top plate platform
Work；Fine setting is located at steel pipe top shearing key position in top plate before concreting, complies with design requirement；
Step 8：Hanging Basket system moves forward, 5~step 7 of repeat step, into next section main girder construction, until full-bridge closure；
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.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201710575198.XA CN107142830B (en) | 2017-07-14 | 2017-07-14 | Steel pipe web prestress steel-concrete combined girder structure and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710575198.XA CN107142830B (en) | 2017-07-14 | 2017-07-14 | Steel pipe web prestress steel-concrete combined girder structure and construction method |
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| CN107142830A true CN107142830A (en) | 2017-09-08 |
| CN107142830B CN107142830B (en) | 2023-05-23 |
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| CN201710575198.XA Active CN107142830B (en) | 2017-07-14 | 2017-07-14 | Steel pipe web prestress steel-concrete combined girder structure and construction method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109829254A (en) * | 2019-03-19 | 2019-05-31 | 中国十九冶集团有限公司 | The method for drafting of curved surface steel box bridge roof and floor expansion rear squab panel position line |
| CN110067186A (en) * | 2019-06-05 | 2019-07-30 | 深圳市市政设计研究院有限公司 | A kind of pipe stiffener web steel reinforced concrete combined box beam |
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| KR100885663B1 (en) * | 2008-05-09 | 2009-02-26 | 주식회사 오케이컨설턴트 | A prestressed concrete composite girder using cross-beam and constructing method thereof |
| CN105369729A (en) * | 2015-12-11 | 2016-03-02 | 河南省交通规划设计研究院股份有限公司 | External prestressing corrugated steel web T-shaped beam and construction method |
| CN106758856A (en) * | 2017-03-09 | 2017-05-31 | 河南省交通规划设计研究院股份有限公司 | The construction method of the pretensioned prestressing corrugated steel web plate composite box girder of precast block |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006112179A (en) * | 2004-10-18 | 2006-04-27 | Sumitomo Mitsui Construction Co Ltd | Bridge girder installing method |
| KR100885663B1 (en) * | 2008-05-09 | 2009-02-26 | 주식회사 오케이컨설턴트 | A prestressed concrete composite girder using cross-beam and constructing method thereof |
| CN105369729A (en) * | 2015-12-11 | 2016-03-02 | 河南省交通规划设计研究院股份有限公司 | External prestressing corrugated steel web T-shaped beam and construction method |
| CN106758856A (en) * | 2017-03-09 | 2017-05-31 | 河南省交通规划设计研究院股份有限公司 | The construction method of the pretensioned prestressing corrugated steel web plate composite box girder of precast block |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109829254A (en) * | 2019-03-19 | 2019-05-31 | 中国十九冶集团有限公司 | The method for drafting of curved surface steel box bridge roof and floor expansion rear squab panel position line |
| CN110067186A (en) * | 2019-06-05 | 2019-07-30 | 深圳市市政设计研究院有限公司 | A kind of pipe stiffener web steel reinforced concrete combined box beam |
| CN110067186B (en) * | 2019-06-05 | 2024-03-19 | 深圳市市政设计研究院有限公司 | Steel pipe stiffening web steel-concrete combined box girder |
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| Publication number | Publication date |
|---|---|
| CN107142830B (en) | 2023-05-23 |
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