CN114016370B - Rear-stagnation type narrow steel box composite beam and construction method thereof - Google Patents
Rear-stagnation type narrow steel box composite beam and construction method thereof Download PDFInfo
- Publication number
- CN114016370B CN114016370B CN202111501391.1A CN202111501391A CN114016370B CN 114016370 B CN114016370 B CN 114016370B CN 202111501391 A CN202111501391 A CN 202111501391A CN 114016370 B CN114016370 B CN 114016370B
- Authority
- CN
- China
- Prior art keywords
- steel box
- narrow
- box girder
- steel
- 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.)
- Active
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 131
- 239000010959 steel Substances 0.000 title claims abstract description 131
- 238000010276 construction Methods 0.000 title claims abstract description 22
- 239000002131 composite material Substances 0.000 title claims abstract description 19
- 239000004567 concrete Substances 0.000 claims abstract description 49
- 238000009434 installation Methods 0.000 claims abstract description 6
- 229920000049 Carbon (fiber) Polymers 0.000 claims description 35
- 239000004917 carbon fiber Substances 0.000 claims description 35
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 claims description 34
- 238000004519 manufacturing process Methods 0.000 claims description 7
- 230000002787 reinforcement Effects 0.000 claims description 7
- 238000003466 welding Methods 0.000 claims description 7
- 239000000835 fiber Substances 0.000 claims description 6
- 238000001727 in vivo Methods 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 2
- 238000012423 maintenance Methods 0.000 abstract description 3
- 238000000338 in vitro Methods 0.000 description 11
- 238000000034 method Methods 0.000 description 9
- 230000003014 reinforcing effect Effects 0.000 description 6
- 230000008901 benefit Effects 0.000 description 5
- 239000003351 stiffener Substances 0.000 description 4
- 238000005336 cracking Methods 0.000 description 3
- 230000007797 corrosion Effects 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000003754 machining Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 229920005989 resin Polymers 0.000 description 1
- 239000011347 resin Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/06—Arrangement, construction or bridging of expansion joints
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a 'rear stagnation type' narrow steel box composite beam and a construction method thereof, which belong to the field of engineering construction, wherein a prefabricated bridge deck is arranged above a narrow steel box beam, a shear groove is formed in the prefabricated bridge deck, a shear nail is arranged at the top of the narrow steel box beam, the shear nail is inserted into the shear groove, concrete is poured into the shear groove, the prefabricated bridge deck and the narrow steel box beam form rigid connection, the longitudinal connection is formed between the prestressed prefabricated bridge deck and the longitudinal prestressed steel beams in the body through a wet joint, the longitudinal prestressed steel beams in the body of the prestressed prefabricated bridge deck are tensioned before concrete pouring in the wet joint and the shear groove, the longitudinal prestressed steel beams in the body of the wet joint are butt-welded before tensioning, and the narrow steel box beams are transversely connected through profile steel beams. The invention adopts the narrow steel box girder based on high-strength steel, saves the steel amount for the narrow steel box girder on the premise of meeting the stress and the construction and maintenance requirements, reduces the structural transportation and installation difficulties and saves the engineering cost.
Description
Technical Field
The invention belongs to the field of engineering construction, in particular to the field of bridges, and particularly relates to a 'rear stagnation type' steel-concrete combined beam for efficiently applying prestress.
Background
The steel-concrete composite beam can fully exert the service performances of two materials, namely tensile strength and compressive strength of the steel structure, and particularly in the field of bridge engineering, compared with the concrete beam, the steel-concrete composite beam has light dead weight and strong adaptability; compared with a narrow steel box girder, the bridge deck has the advantages of high rigidity, good bridge deck durability, low operation and maintenance cost and high economy. The concrete structure as the bridge deck can overcome the fatigue and corrosion resistance problems of the steel member. The steel member can effectively prolong the service life of the bridge as the main stress member. Therefore, steel-hybrid composite girder bridges are increasingly used in engineering.
In order to enhance the capacity, overall stability and span of the composite Liang Kangniu, steel box composite beams are generally adopted, and meanwhile, in order to make the whole section of the concrete bridge deck of the composite beams stressed, in particular to solve the problem of cracking of the bridge deck in the hogging moment area, longitudinal prestress steel bundles are generally required to be tensioned in the concrete slab. The width of the traditional steel box combined beam bridge body is generally more than 2m, and the concrete slab and the narrow steel box beam are combined into a prestressed steel beam of the whole post-tensioned concrete slab through cast-in-situ or wet joints.
However, in the conventional steel box composite beam and the construction method thereof, there are the following problems:
(1) The box body has larger structural size, heavier sections and inconvenient transportation and installation;
(2) The applied prestress part is transmitted to the narrow steel box girder through the shear nails, so that the effective prestress of the concrete slab is reduced;
(3) The prestress transmitted to the narrow steel box girder through the shear nails increases the load of the narrow steel box girder, and the cross section of the narrow steel box girder and the steel consumption are required to be increased;
(4) Particularly, in the hogging moment area, a large number of prestressed reinforcements are required to be arranged in order to prevent the bridge deck from cracking, so that great material waste is caused;
(5) Due to the influence of shrinkage and creep of concrete, after the bridge is in traffic operation for a period of time, the prestress in the concrete slab will lose most, and the durability and the safety of the structure are influenced.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a 'rear stagnation' prestress narrow steel box composite beam and a construction method thereof.
The aim of the invention is achieved by the following technical scheme:
a 'rear stagnation' narrow steel box composite beam comprises a narrow steel box beam, a prestress prefabricated bridge deck, a wet joint, an in-vivo longitudinal prestress steel beam and a profile steel beam;
The precast bridge deck is arranged above the narrow steel box girder, a shear groove is formed in the precast bridge deck, shear nails are arranged at the top of the narrow steel box girder and inserted into the shear groove, concrete is poured in the shear groove, the precast bridge deck and the narrow steel box girder form rigid connection, longitudinal connection is formed between the precast bridge deck through wet joints and internal longitudinal prestressed steel bundles, stretching is completed before concrete pouring is performed in the wet joints and the shear groove on the internal longitudinal prestressed steel bundles of the precast bridge deck, butt welding is performed before stretching on the internal longitudinal prestressed steel bundles of the wet joints, and the narrow steel box girders are transversely connected through profile steel beams.
The invention further discloses the following technology:
Preferably, the narrow steel box girder in be equipped with external carbon fiber prestressing force cable, external carbon fiber prestressing force cable stretch-draw department sets up the diaphragm, sets up baffle vertical stiffening rib, manhole stiffening on the diaphragm, sets up anchor bedplate and anchor backing plate in the anchor department.
Preferably, the external carbon fiber prestressed cable comprises an initial tensile external carbon fiber prestressed cable and a standby external carbon fiber prestressed cable.
The "lag" concept includes two aspects: 1) The prestress bridge deck is combined with the steel beam after the internal longitudinal prestress is stretched; 2) And the back-up external carbon fiber prestressed cable is stretched after the second-stage load construction, and the standby external carbon fiber prestressed cable is used for reinforcing and reinforcing the bridge after operation.
Preferably, C55 compensating shrinkage concrete is poured into the wet joints and the shear grooves.
Preferably, the narrow steel box girder is formed by welding a top plate, a web plate and a bottom plate, wherein a top plate stiffening rib and a bottom plate stiffening rib are welded in the narrow steel box girder, bottom plate concrete is arranged on the bottom plate, and shear nails are welded on the top plate.
Preferably, the bottom plate concrete adopts C50 steel fiber concrete.
The invention also provides a construction method of the 'rear stagnation' prestress narrow steel box composite beam, which comprises the following steps:
step (1): manufacturing a narrow steel box girder section according to the drawing size in a factory, wherein Liang Duanchang ℃ is adjusted according to factors such as transportation, hoisting capacity and the like, the appearance of a component is accurately machined during manufacturing, welding reliability is ensured, and a shear pin is welded on a top plate after the narrow steel box girder is manufactured;
Step (2): accurately prefabricating bridge decks according to structural dimensions in factories, and taking care of reserving prestressed steel beam pipelines and shear grooves;
Step (3): according to the concrete condition of the bridge position, transporting the narrow steel box girder to a construction site by adopting a flat car or other vehicles;
Step (4): after the girder sections are transported to the designed position, a bracket is erected below the girders, and after the reliability of the bracket is ensured, an automobile crane or a crawler crane is adopted to hoist the narrow steel box girder sections, and a section steel beam between the girders is welded;
step (5): hoisting all prefabricated bridge decks, and forming a longitudinal prestress steel beam in the whole body of the once stretched whole body after connecting longitudinal steel bars in the welded wet joints;
step (6): pouring wet joints and C55 compensating shrinkage concrete in the shear groove;
Step (7): c50 steel fiber concrete in the narrow steel box girder is poured;
step (8): after the wet joints and the concrete in the shear groove reach the design strength, finishing the auxiliary implementation and installation of bridge deck pavement and the like;
step (9): stretching the initial stretching carbon fiber pre-stress cable outside the body;
Step (10): and (3) in-vehicle operation, tensioning the spare external carbon fiber prestressed cable according to the bridge operation condition in the later period for reinforcement.
Compared with the prior art, the technical scheme provided by the invention has the following beneficial effects:
1. according to the rear-stagnation type prestress narrow steel box combined beam and the construction method thereof, the narrow steel box main beam based on high-strength steel is adopted, so that the steel amount for the narrow steel box beam is saved on the premise of meeting the stress and the construction and maintenance requirements, the structural transportation and installation difficulty is reduced, and the engineering cost is saved;
2. The 'back-stagnation' prestress method adopted by the invention effectively solves the problem that the applied prestress is transmitted to the narrow steel box girder through the shear nails, the prestress of the generated concrete is 1.2-1.5 times of that of the conventional prestress method, the consumption of prestress steel bars and girder steel is saved, the adopted in-vitro carbon fiber prestress cable is light, high in strength and corrosion-resistant, the later structural reinforcement and reinforcement are convenient, the service life of the structure is obviously prolonged, the engineering cost is effectively reduced, and the economic benefit is obvious;
3. the 'back-stagnation' prestress method economically and efficiently solves the problem of cracking in the hogging moment area of the traditional composite beam;
4. The 'rear stagnation' prestress narrow steel box composite beam and the construction method thereof have the advantages of simple and reasonable structure, convenient construction and strong universality, can be widely applied to other engineering construction fields except bridge engineering, and have wide application prospect.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed in the description of the embodiments will be briefly described below, it will be apparent that the drawings in the following description are only some embodiments of the present invention, and other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art;
FIG. 1 is a schematic diagram of the overall structure of the present invention;
FIG. 2 is a schematic view of a portion of the composite beam of the narrow steel box of FIG. 1;
Fig. 3 is a schematic view of the deck of fig. 1.
In the figure, 1-narrow steel box girders, 2-prefabricated bridge decks, 3-wet joints, 4-shear grooves, 5-shear nails, 6-in-vivo longitudinal prestressed steel bundles, 7-C55 compensating shrinkage concrete, 8-top plates, 9-webs, 10-bottom plates, 11-section steel beams, 12-initial tension in-vitro carbon fiber prestressed cables, 13-standby in-vitro carbon fiber prestressed cables, 14-bottom plate stiffeners, 15-top plate stiffeners, 16-bottom plate concrete, 17-transverse plates, 18-baffle vertical stiffeners, 19-manholes, 20-manhole stiffeners, 21-anchor plates and 22-anchor pads.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions in the embodiments of the present invention will be clearly and completely described in the following in conjunction with the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
As shown in fig. 1-3, a "hysteresis" narrow steel box composite beam comprises a narrow steel box beam 1, a prestressed precast bridge deck 2, wet joints 3, shear grooves 4, section steel beams 11, and floor concrete 16.
The width of the narrow steel box girder is 1.2m, the height is not more than 4m, and Q370qD or high-strength steel with higher bearing capacity is adopted.
The bottom plate concrete 16 in the narrow steel box girder 1 is arranged on the bottom plate 10, the shear nails of the narrow steel box girder 1 are welded on the top plate 8, the diaphragm plates 17 are arranged at the stretching positions of the external carbon fiber prestressed cables, the diaphragm plates 17 are provided with diaphragm plate vertical stiffening ribs 18, manholes 19 and manhole stiffening ribs 20, the anchoring positions are provided with anchor base plates 21 and anchor base plates 22, and the narrow steel box girder 1 is transversely connected through the profile steel cross beams 10.
The prefabricated bridge deck adopts C50 precast concrete, the longitudinal length is 2.5 m-3.5 m, the transverse width is 10-16 m, the plate thickness at the common section is not less than 25cm, and the plate thickness at the steel beam supporting position is 40cm.
The prefabricated bridge deck 2 is rigidly connected with the steel beam 1 through shear nails 5 welded on the steel beam and positioned in the shear grooves 4; the prestress prefabricated bridge deck plates 2 are longitudinally connected through wet joints 3 and longitudinal prestress steel bundles 6; the longitudinal prestress 6 steel bundles in the prestress precast bridge deck body are stretched before the wet joint 3 and the 4C55 compensating shrinkage concrete 7 in the shear groove are poured; the longitudinal steel bars in the wet joints of the prestressed precast bridge deck 2 are butt welded to form connection before the prestressed steel bundles are stretched; post-lag in vitro carbon fiber prestressed cable post-lag tension.
The "lag" concept includes two aspects: 1) The prestress bridge deck is combined with the steel beam after the internal longitudinal prestress is stretched; 2) And the back-up external carbon fiber prestressed cable is stretched after the second-stage load construction, and the standby external carbon fiber prestressed cable is used for reinforcing and reinforcing the bridge after operation.
C55 compensating shrinkage concrete is poured in the wet joint;
c55 compensating shrinkage concrete is poured in the shear groove;
the bottom plate concrete is C50 steel fiber concrete, and the thickness of the bottom plate concrete is 20-30 cm;
the in-vitro carbon fiber prestressed cable is made of a composite material consisting of carbon fibers and resin, the density of the in-vitro carbon fiber prestressed cable is 1/5-1/4 of that of the conventional steel, and the strength of the in-vitro carbon fiber prestressed cable is 7.6-15 times that of the conventional steel, and the in-vitro carbon fiber prestressed cable comprises an initial tensile in-vitro carbon fiber prestressed cable and a standby in-vitro carbon fiber prestressed cable;
The initial stretching out of the carbon fiber prestressed cable 12 is stretched after the second-stage load construction, and the standby out of the carbon fiber prestressed cable 13 is used for reinforcing and reinforcing the bridge after operation.
The invention relates to a construction method of a 'rear stagnation' prestress narrow steel box combination, which comprises the following steps:
1. Manufacturing a beam section of the narrow steel box beam 1 according to the drawing size in a factory, manufacturing related partition plates and stiffening ribs according to design requirements, adjusting Liang Duanchang degrees according to factors such as transportation, hoisting capacity and the like, accurately machining the appearance of a component during manufacturing, ensuring reliable welding, and welding shear nails 5 on a top plate after the steel beam is manufactured;
2. the factory accurately prefabricates the bridge deck plate 2 according to the structural size, and takes care of reserving the prestress steel beam pipelines and the shear grooves 4;
3. According to the concrete situation of the bridge, transporting the narrow steel box girder 1 to a construction site by adopting a flat car or other vehicles;
4. after the narrow steel box girder segment 1 is transported to a designed position, a bracket is erected below the main girders, the narrow steel box girder segment 1 is hoisted by adopting an automobile crane or a crawler crane after the reliability of the bracket is ensured, and a section steel beam 11 between the main girders is welded;
5. hoisting all prefabricated bridge decks 2, and tensioning all in-vivo longitudinal prestressed steel bundles 6 after the longitudinal steel bars in the welded wet joints 3 are connected;
6. pouring the C55 compensating shrinkage concrete 5 in the wet joint 3 and the shear groove 4;
7. c50 steel fiber concrete is poured on the bottom plate 10 of the narrow steel box girder 1;
8. And after the concrete in the wet joints 3 and the shear grooves 4 reach the design strength, finishing the auxiliary implementation and installation of bridge deck pavement and the like.
Nine: stretching the initial stretching body outer carbon fiber prestressed cable 12;
Ten: and (3) in-vitro carbon fiber prestressed cables 13 are tensioned according to the bridge operation condition in the later period for reinforcement during the traffic operation.
It should be noted that, in this document, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
In the present invention, features are not necessarily independently present unless explicitly stated or defined. The foregoing description and description contain the basic principles, main features and advantages of the present invention. It should be understood by those skilled in the art that the present invention is not limited to the above-described embodiments, which are only preferred embodiments of the present invention, and not intended to limit the present invention as the only options. The invention may be further modified and optimized within the spirit and scope of the invention as defined by the appended claims, along with the full scope of equivalents to which such modifications and optimization are to be entitled.
Claims (2)
1. A 'back stagnation' narrow steel box composite beam which is characterized in that: the device comprises a narrow steel box girder, a prestress prefabricated bridge deck, a wet joint, an in-vivo longitudinal prestress steel beam and a profile steel beam;
The prestress precast bridge deck is arranged above the narrow steel box girder, a shear groove is formed in the prestress precast bridge deck, shear nails are arranged at the top of the narrow steel box girder, the shear nails are inserted into the shear groove, concrete is poured into the shear groove, the prestress precast bridge deck and the narrow steel box girder form rigid connection, longitudinal connection is formed between the prestress precast bridge deck through a wet joint and an internal longitudinal prestress steel beam, tensioning of the internal longitudinal prestress steel beam of the prestress precast bridge deck is completed before concrete pouring in the wet joint and the shear groove, the internal longitudinal prestress steel beam in the wet joint is connected before tensioning, and the narrow steel box girder is transversely connected through a steel beam;
C55 compensating shrinkage concrete is poured in the wet joint and the shear groove;
The narrow steel box girder is formed by welding a top plate, a web plate and a bottom plate, wherein a top plate stiffening rib and a bottom plate stiffening rib are welded in the narrow steel box girder, bottom plate concrete is arranged on the bottom plate, and shear nails are welded on the top plate;
the bottom plate concrete adopts C50 steel fiber concrete;
An external carbon fiber prestressed cable is arranged in the narrow steel box girder, a diaphragm is arranged at the stretching position of the external carbon fiber prestressed cable, a diaphragm vertical stiffening rib, a manhole and a manhole stiffening rib are arranged on the diaphragm, and an anchor seat plate and an anchor backing plate are arranged at the anchoring position;
the external carbon fiber prestressed cable comprises an initial tensioning external carbon fiber prestressed cable and a standby external carbon fiber prestressed cable, wherein the standby external carbon fiber prestressed cable is tensioned at the later period of traffic operation according to the bridge operation condition and used for reinforcement.
2. The "hysteresis" narrow gauge steel box girder as claimed in claim 1, wherein: the construction method comprises the following steps:
step (1): manufacturing a beam section of the narrow steel box girder according to the drawing size in a factory, wherein Liang Duanchang ℃ is adjusted according to the transportation and hoisting capacity factors, the appearance of a component is accurately machined during manufacturing, welding reliability is ensured, and a shear pin is welded on a top plate after the narrow steel box girder is manufactured;
step (2): the factory accurately prefabricates the prestress prefabricated bridge deck according to the structural dimension, and takes care of reserving the prestress steel beam pipelines and the shear grooves;
step (3): according to the concrete condition of the bridge position, transporting the narrow steel box girder to a construction site by adopting a flat car or other vehicles;
Step (4): after the girder sections are transported to the designed position, a bracket is erected below the girders, and after the reliability of the bracket is ensured, an automobile crane or a crawler crane is adopted to hoist the narrow steel box girder sections, and a section steel beam between the girders is welded;
Step (5): hoisting all the prestressed prefabricated bridge decks, and tensioning all the internal longitudinal prestressed steel bundles at one time after the longitudinal steel bars in the welded wet joints are connected;
Step (6): pouring wet joints and C55 compensating shrinkage concrete in the shear groove;
Step (7): c50 steel fiber concrete in the narrow steel box girder is poured;
Step (8): after the wet joints and the concrete in the shear groove reach the design strength, finishing the paving and the auxiliary implementation and installation of the bridge deck;
step (9): stretching the initial stretching carbon fiber pre-stress cable outside the body;
step (10): and (3) in-vehicle operation, tensioning the spare external carbon fiber prestressed cable according to the bridge operation condition in the later period for reinforcement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111501391.1A CN114016370B (en) | 2021-12-09 | 2021-12-09 | Rear-stagnation type narrow steel box composite beam and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111501391.1A CN114016370B (en) | 2021-12-09 | 2021-12-09 | Rear-stagnation type narrow steel box composite beam and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114016370A CN114016370A (en) | 2022-02-08 |
| CN114016370B true CN114016370B (en) | 2024-06-25 |
Family
ID=80068319
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111501391.1A Active CN114016370B (en) | 2021-12-09 | 2021-12-09 | Rear-stagnation type narrow steel box composite beam and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114016370B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114657887B (en) * | 2022-04-18 | 2024-04-02 | 杭州市交通规划设计研究院有限公司 | Construction method of prefabricated slab crack-resistant structure in hogging moment area of composite beam bridge |
| CN115323892A (en) * | 2022-07-04 | 2022-11-11 | 湖南大学 | Light combined box girder structure and construction method thereof |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111206488A (en) * | 2020-03-02 | 2020-05-29 | 甘肃省交通规划勘察设计院股份有限公司 | Large-span widened corrugated web steel box-concrete continuous beam bridge and construction method |
| CN211368347U (en) * | 2019-09-17 | 2020-08-28 | 中铁第四勘察设计院集团有限公司 | Bridge deck and steel-concrete composite beam |
| CN113565005A (en) * | 2021-07-16 | 2021-10-29 | 苏交科集团股份有限公司 | Prefabricated assembled bridge structure with assembled corrugated steel web cantilever and construction method |
Family Cites Families (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1193119A (en) * | 1997-09-16 | 1999-04-06 | 純夫 ▲はま▼田 | Connection of precast concrete slab |
| CN204417983U (en) * | 2014-12-26 | 2015-06-24 | 北京交通大学 | A kind of prefabricated units on-site consolidation compound beam for rushing to repair concrete box girder |
| CN107100065B (en) * | 2016-02-22 | 2019-10-18 | 郑州大学 | A kind of compound section steel box girder and its method of construction for high-speed railway |
| CN105926440A (en) * | 2016-05-09 | 2016-09-07 | 湖南城市学院 | Steel-concrete combined continuous beam bridge deck as well as manufacturing method and application thereof |
| CN106638254B (en) * | 2016-12-30 | 2018-06-29 | 湖南省交通规划勘察设计院 | A kind of few girder composite beam bridge and its construction method using Prefabricated composite floorings |
| CN208933811U (en) * | 2018-10-16 | 2019-06-04 | 河南省交通规划设计研究院股份有限公司 | A kind of novel steel-concrete combination Continuous Box Girder Bridge of erection without scaffolding |
| CN211340366U (en) * | 2019-11-20 | 2020-08-25 | 湖南省交通水利建设集团有限公司 | Continuous combined beam bridge |
| CN113481826B (en) * | 2021-07-21 | 2022-07-19 | 重庆大学 | Prefabricated assembled corrugated steel web plate combined box girder |
-
2021
- 2021-12-09 CN CN202111501391.1A patent/CN114016370B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN211368347U (en) * | 2019-09-17 | 2020-08-28 | 中铁第四勘察设计院集团有限公司 | Bridge deck and steel-concrete composite beam |
| CN111206488A (en) * | 2020-03-02 | 2020-05-29 | 甘肃省交通规划勘察设计院股份有限公司 | Large-span widened corrugated web steel box-concrete continuous beam bridge and construction method |
| CN113565005A (en) * | 2021-07-16 | 2021-10-29 | 苏交科集团股份有限公司 | Prefabricated assembled bridge structure with assembled corrugated steel web cantilever and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114016370A (en) | 2022-02-08 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109338866B (en) | Ultra-light combined beam structure suitable for large-span bridge and construction method thereof | |
| CN114016370B (en) | Rear-stagnation type narrow steel box composite beam and construction method thereof | |
| CN108824162A (en) | A kind of steel_concrete composite beam and its construction method using plain plate and corrugated sheet steel mixing web | |
| CN109024219B (en) | Prefabricated ultrahigh-performance concrete-common concrete combined beam bridge structure and construction method | |
| CN109610310B (en) | Profile steel-UHPC combined bridge deck structure suitable for cantilever state and construction method thereof | |
| CN113481826B (en) | Prefabricated assembled corrugated steel web plate combined box girder | |
| CN210507091U (en) | Assembled prestressed combined box girder | |
| CN101550674A (en) | Bridge of steel truss-concrete and construction method thereof | |
| CN110846996A (en) | Construction method of continuous composite beam bridge and continuous composite beam bridge | |
| CN110656566A (en) | Assembled combined box girder and construction method thereof | |
| CN107268889B (en) | Prestressed aluminum-concrete combined truss girder and construction method thereof | |
| CN111472258A (en) | Large-span suspension bridge GFRP rib precast slab combined beam bridge deck system and construction method thereof | |
| CN113789711A (en) | NC-UHPC combined assembly type prestressed concrete box girder, construction method and bridge thereof | |
| CN217556726U (en) | Concrete box girder bridge reinforced structure based on FRP section bar | |
| CN216919967U (en) | NC-UHPC combined assembly type concrete box girder and bridge thereof | |
| CN109629418A (en) | A kind of close stringer system segmentation prestressing force overlapping concrete slab and construction method | |
| CN112195751B (en) | Semi-penetrating steel truss bridge | |
| CN214573279U (en) | Combined bridge structure | |
| CN112523067B (en) | Combined beam | |
| CN213772892U (en) | Semi-penetrating type steel truss bridge | |
| CN212582397U (en) | Combined beam of steel, common concrete and ultrahigh-performance concrete | |
| CN211621164U (en) | Semi-fabricated large-span combined box girder | |
| CN211772737U (en) | Assembled combination beam bridge | |
| CN111648234A (en) | Steel-concrete composite beam concrete bridge deck slab capable of being constructed quickly and hoisting system thereof | |
| CN213978592U (en) | UHPC-NC combined bridge deck structure with stiffening ribs |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |