CN208293400U - A kind of ultra-high performance concrete-part girder steel combination bent cap - Google Patents
A kind of ultra-high performance concrete-part girder steel combination bent cap Download PDFInfo
- Publication number
- CN208293400U CN208293400U CN201820828369.5U CN201820828369U CN208293400U CN 208293400 U CN208293400 U CN 208293400U CN 201820828369 U CN201820828369 U CN 201820828369U CN 208293400 U CN208293400 U CN 208293400U
- Authority
- CN
- China
- Prior art keywords
- girder steel
- bent cap
- top plate
- ultra
- high performance
- 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.)
- Withdrawn - After Issue
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 219
- 239000010959 steel Substances 0.000 title claims abstract description 219
- 239000011374 ultra-high-performance concrete Substances 0.000 claims abstract description 51
- 238000010276 construction Methods 0.000 claims abstract description 44
- 230000007935 neutral effect Effects 0.000 claims abstract description 15
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 239000011440 grout Substances 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 4
- 210000001015 abdomen Anatomy 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims 1
- 238000004519 manufacturing process Methods 0.000 abstract description 4
- 238000000465 moulding Methods 0.000 abstract description 3
- 239000004567 concrete Substances 0.000 description 8
- 230000010485 coping Effects 0.000 description 7
- 230000006835 compression Effects 0.000 description 6
- 238000007906 compression Methods 0.000 description 6
- 239000011513 prestressed concrete Substances 0.000 description 5
- 238000000034 method Methods 0.000 description 4
- 239000011210 fiber-reinforced concrete Substances 0.000 description 3
- 229920006253 high performance fiber Polymers 0.000 description 3
- 239000004574 high-performance concrete Substances 0.000 description 3
- 239000000843 powder Substances 0.000 description 3
- 239000011208 reinforced composite material Substances 0.000 description 3
- 238000003860 storage Methods 0.000 description 3
- 230000032798 delamination Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000000835 fiber Substances 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 238000009417 prefabrication Methods 0.000 description 2
- 230000009466 transformation Effects 0.000 description 2
- 210000001364 upper extremity Anatomy 0.000 description 2
- 208000019901 Anxiety disease Diseases 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 230000036506 anxiety Effects 0.000 description 1
- 230000006399 behavior Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000011248 coating agent Substances 0.000 description 1
- 238000000576 coating method Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002362 mulch Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a kind of ultra-high performance concrete-part girder steels to combine bent cap, the combination bent cap includes the hollow slotted body and top plate girder steel that ultra-high performance concrete pours, the top plate girder steel is laid on above hollow slotted body, the top plate steel depth of beam >=combination bent cap total height 1/10 makes combined cap neutral axis of the beam close to top plate girder steel or is located in top plate girder steel.The hollow slotted body one-pass molding of the top plate girder steel and ultra-high performance concrete of the combination bent cap, it is integral prefabricated in factory, so that combination bent cap has better globality, reduce the program carried out at the construction field (site), it ensure that the manufacturing quality of component, while the dosage of steel, good economy performance can be saved.The construction method of the combination bent cap is without increasing new equipment investment, and without new skills training is carried out to construction personnel, construction method is easy, quick.
Description
Technical field
The utility model relates to a kind of bridge member and its technical field of construction, especially a kind of ultra-high performance concrete-
Part girder steel combines bent cap.
Background technique
The acceleration of Urbanization Process In China promotes, and road rapid transformation in cities in China is in the ascendant, but also faces
Some problems, wherein land area anxiety and traffic congestion are distinct issues.Therefore, urban viaduct can be filled as one kind
Divide the rapid transformation for being widely used in urban road using the solution of city space.In urban elevated bridge, use
Great cantilever bent cap can make full use of space under bridge, and on being open to traffic under bridge, influence is smaller, guarantee there is enough ride heights and view under bridge
Open country, few occupied road area.
Currently, common great cantilever bent cap mainly includes pre-stressed concrete coping and steel lid beam.For prestressed concrete
Earth mulch beam, construction method include cast-in-place construction and prefabrication and assembly construction construction.Wherein cast-in-place construction great cantilever bent cap need to first set up bracket
Construction, then casting concrete, long construction period, construction efficiency is low, larger to traffic impact under bridge, increases traffic congestion point,
Dust and noise pollution are larger；It constructs great cantilever bent cap as precast assembly, according to integral prefabricated, since normal concrete is big
Cantilever bent cap scantling is big, and lifting weight is larger, requires height to hanging device, site operation must configure heavy construction machine
Tool, working measure expense it is higher, difficulty of construction is larger, at the same time for by way of road overload require it is also high, according to divide
Block is prefabricated, and on-site hoisting required precision is high, and there are the weak links of segmental joints, leakage disease easily occurs, and presstressed reinforcing steel needs
Multi-stage prestress.To steel lid beam, has dead load light, facilitate lifting and joint connection in site, but there are site welding quality to be difficult to protect
Card, the problem that structural cost is higher, late maintaining coating is costly.
Conventional steel-concrete combined structure can make full use of the performance of steel tension, the performance of concrete compression, and
It is more and more widely used.Ultra-high performance concrete is a kind of high compressive strength, high-tensile, high ductility, high resistance to
The very-high performance fiber reinforced cement-based composite material of long property.Existing engineering experience shows that ultra-high performance concrete can effectively subtract
Light dead load, the utilization efficiency for improving structure.Therefore, girder steel is set in the tension side of bent cap, compression-side utilizes high-strength light
Ultra-high performance concrete substitute normal concrete, form ultra-high performance concrete-part girder steel and combine bent cap, can make full use of
Girder steel examining tensile behavior and ultra-high performance concrete high pressure resistance energy and high curved drawing toughness have from heavy and light, intensity height, durability
Advantage good, structure height is low, assembly rate is high.
Light-duty combined box-type bent cap of steel-ultra-high performance concrete disclosed in 105803916 A of CN and preparation method thereof,
Middle bent cap includes the hollow box ontology that ultra-high performance concrete pours, and the top surface of hollow box ontology is embedded with steel plate, steel plate
Lower surface be equipped with the shear connectors of the hollow box body interiors of several embedments；The light-duty combination of steel-ultra-high performance concrete
Box bent cap is full precast construction.The self weight of the combined box-type bent cap is still bigger than normal, and the hollow box ontology tension side of bent cap
Ultra-high performance concrete longitudinal tension stress and principal tensile stress it is bigger than normal, there are certain cracking risks.
Therefore, the tensile property and ultra-high performance concrete high compressive strength and high tenacity in order to make full use of steel excellent
The advantages that, and solve conventional great cantilever pre-stressed concrete coping be difficult to realize it is integral prefabricated lifting, steel construction bent cap cost it is inclined
High problem develops a kind of novel super-high performance concrete-part girder steel combined cap girder construction and its construction method.
Utility model content
Technical problem to be solved by the utility model is: it is strong, again to overcome the deficiencies of the prior art and provide a kind of tensile property
Amount is light, integration prefabrication and lifting can be achieved, assembly rate is high, good economy performance ultra-high performance concrete-part girder steel combined cap
Beam.
The technical scheme adopted by the utility model to solve the technical problem is as follows:
A kind of ultra-high performance concrete-part girder steel combination bent cap, the hollow flute profile poured including ultra-high performance concrete
Ontology and top plate girder steel, the top plate girder steel are laid on above hollow slotted body, the top plate steel depth of beam >=combined cap
The 1/10 of beam total height, i.e. top plate girder steel and height ratio >=1/10 for combining any one place of bent cap, lean on combined cap neutral axis of the beam
Nearly top plate girder steel (i.e. neutral axis is located in hollow slotted body) is located in top plate girder steel；Wherein combination bent cap total height is top
The sum of the height of slab depth of beam and hollow groove profile ontology, it is preferable that the ratio of top plate girder steel height and combined cap depth of beam
It is 1/5 ~ 4/5, this setting can reduce combination bent cap self weight, abundant ultra-high performance concrete compressive property and steel pull resistance
Can, it reduces the tensile stress of tension side ultra-high performance concrete or ensures that tensile stress does not occur in ultra-high performance concrete, stress is more
Favorably.
The utility model combination bent cap can give full play to the excellent resistance to compression of ultra-high performance concrete, tensile property and top plate steel
The tensile property of beam not only solves excessive, the great cantilever steel lid of great cantilever pre-stressed concrete coping self weight in whole stress
Beam cost problem bigger than normal, also brings great convenience in terms of workability, reduces field operation amount as far as possible, improves
Ultra-high performance concrete-part girder steel combination bent cap assembly rate.
The hollow slotted body includes bent cap web and bent cap bottom plate, the top plate girder steel include girder steel top flange plate,
Steel beam web plate and girder steel bottom wing listrium, the top plate girder steel are set to above bent cap web, and the top plate girder steel bottom wing listrium is set
There is the shear connector inside several embedment bent cap webs；The ultra-high performance concrete-part girder steel combines bent cap
Full precast construction.
Preferably, shear connector form is socket cap weldering nail, the sky that this setting can be such that ultra-high performance concrete pours
It in conjunction with even closer avoids that delamination sliding and the discontinuously arranged phenomenon of steel fibre occurs between heart slotted body and top plate girder steel.
The hollow slotted body that top plate girder steel, ultra-high performance concrete beam pour is integral prefabricated in factory's one-pass molding
It being formed, structure has preferable globality, steel using amount is saved, and greatly reduce the field operation amount in work progress,
It ensure that the manufacturing quality of component, and then provide guarantor for the stress performance that the ultra-high performance concrete-part girder steel combines bent cap
Card.
Each section of the top plate girder steel is (i.e. on girder steel top flange plate, steel beam web plate and girder steel bottom wing listrium or girder steel
Flange plate, steel beam web plate, girder steel bottom wing listrium and girder steel diaphragm plate) it is formed by welding or is formed by several shaped steel combinations, it is high
Degree is the mm of 100 mm ~ 1000, and top plate girder steel preferably waits height.
Preferably, top plate girder steel each section is formed using welding, and girder steel diaphragm plate is arranged, each section steel plate thickness >=8
Mm, girder steel tabula plate spacing are the mm of 2000 mm ~ 8000, this setting can effectively save the steel using amount of combination bent cap, and stress is more
It is effective.
Further, the top surface of the top plate girder steel is equipped with the support system of support superstructure.
The bent cap is double cantilever bent caps, and double cantilever bent caps are connect with two pier studs by interconnecting piece, is set above interconnecting piece
There is diaphragm plate, interconnecting piece bottom is embedded with the pier stud connector for connecting with pier stud.
Pier stud connector is that pre-buried grout sleeve or wet seam embedded bar, pier stud connector can make between bent cap and pier stud
It connects relatively reliable, improves the globality of structure.
Further, the hollow slotted body minimum wall thickness (MINI W.) is not less than 100 mm, is highly the mm of 200 mm ~ 4000, institute
The hollow rate for stating hollow slotted body is 30% ~ 70%.
Further, presstressed reinforcing steel is not configured in the hollow slotted body.
Further, the hollow slotted body is variable section structure, and along pier stud junction to the direction institute at bent cap both ends
The height for stating hollow slotted body is gradually reduced.
Further, ultra-high performance concrete is Reactive Powder Concrete of the compression strength not less than 100 MPa, very-high performance
Fibre reinforced concrete is closely knit with rib reinforced composite material etc..Ultra-high performance concrete is more easily implemented ultra-high performance concrete-portion
Steel splitting beam combines the lightweight of bent cap, high intensity, high rigidity.
A kind of construction method of above-mentioned ultra-high performance concrete-part girder steel combination bent cap, comprising the following steps:
S1: the ultra-high performance concrete that the is prefabricated in the factory-beam prefabricated unit of part girder steel combined cap, the specific steps are that:
S1.1: in factory's welded steel beam top flange plate, steel beam web plate and girder steel bottom wing listrium or girder steel diaphragm plate and preceding
It states three parts and forms top plate girder steel, or directly adopt market finished product hot-rolled steel section and process to form specified top plate steel beam structure shape
Formula；
S1.2: according to design requirement, shear connector is welded in top plate girder steel lower flange；
S1.3: the bottom wing listrium of the top plate girder steel of shear connector will be welded with upward, and in the upper of the top plate girder steel
Fang Limo and binding ultra-high performance concrete beam steel, and pay attention to pre-buried pier stud connector, ultra-high performance concrete is then poured,
And it is conserved in time；
S1.4: when pouring ultra-high performance concrete and reaching design requirement, form removal, storage to designated position is formed
Prefabricated ultra-high performance concrete-beam prefabricated the unit of part girder steel combined cap.
S2: it is set up at the construction field (site) by the prefabricated obtained beam prefabricated unit of combined cap of the S1, completes pier stud interconnecting piece
Connection construction；
S3: being conserved according to design requirement, is reached erection support system after design requirement, is applied subsequently into next stage
Work completes the ultra-high performance concrete-part girder steel combination Coping Construction.
A kind of ultra-high performance concrete of the utility model-part girder steel combination bent cap the utility model has the advantages that
(1) top plate girder steel and ultra-high performance concrete slotted body one-pass molding in the utility model, it is integrally pre- in factory
System reduces the program carried out at the construction field (site), ensure that the manufacture matter of component so that combination bent cap has better globality
Amount, while the dosage of steel, good economy performance can be saved；
(2) the utility model combines the top plate girder steel setting with excellent tensile property on the tension side of bent cap, and top plate
Girder steel height is not higher than the 1/10 of combined cap depth of beam, and tension side girder steel (steel plate) height increases, and reduces combination bent cap self weight, cuts
The neutral axial girder steel side in face moves up, and keeps combined cap neutral axis of the beam relatively close from steel beam position or is located in girder steel, not only can be abundant
The advantages of using ultra-high performance concrete high-strength light and high tenacity, can also effectively play the high feature of girder steel tensile strength,
Without configuring presstressed reinforcing steel, mitigates the self weight of combination bent cap, reduce steel using amount, while can realize that scene zero is welded, reduce scene
Workload improves the assembly rate of structure.
The mixed combination of existing steel-can be used in ultra-high performance concrete described in the utility model-part girder steel combined cap girder construction
The construction equipment and construction technology of structure are trained without increasing new equipment investment without new technical ability is carried out to construction personnel
Instruction, construction method are easy, quick.
In the integral prefabricated ultra-high performance concrete of factory-beam prefabricated unit of part girder steel combined cap, so that combination bent cap tool
There is better globality, reduce the program carried out at the construction field (site), ensure that the manufacturing quality of component, while steel can be saved
Dosage, good economy performance.
Detailed description of the invention
Fig. 1 is the schematic view of the front view that ultra-high performance concrete-part girder steel combines bent cap in embodiment 1.
Fig. 2 is the schematic top plan view that ultra-high performance concrete-part girder steel combines bent cap in embodiment 1.
Fig. 3 is the bottom plan schematic diagram that ultra-high performance concrete-part girder steel combines bent cap in embodiment 1.
Fig. 4 is A-A cross-sectional view in Fig. 1.
Fig. 5 is B-B cross-sectional view in Fig. 1.
Fig. 6 is C-C cross-sectional view in Fig. 1.
Fig. 7 is the schematic view of the front view that ultra-high performance concrete-part girder steel combines bent cap in embodiment 2.
Fig. 8 is the schematic top plan view that ultra-high performance concrete-part girder steel combines bent cap in embodiment 2.
Fig. 9 is the bottom plan schematic diagram that ultra-high performance concrete-part girder steel combines bent cap in embodiment 2.
Figure 10 is D-D cross-sectional view in Fig. 7.
Figure 11 is E-E cross-sectional view in Fig. 7.
Figure 12 is F-F cross-sectional view in Fig. 7.
Marginal data:
1, hollow slotted body；11, bent cap web；12 bent cap bottom plates；2, top plate girder steel；21, girder steel top flange plate；22,
Steel beam web plate；23, girder steel bottom wing listrium；24, girder steel diaphragm plate；3, shear connector；4, diaphragm plate；5, interconnecting piece；51, pier stud
Connector；6, support system.
Specific embodiment
The following is a further explanation of the present invention with reference to the accompanying drawings and embodiments.
Embodiment 1
As shown in Figures 1 to 6, a kind of ultra-high performance concrete-part girder steel combines bent cap, including ultra-high performance concrete
The hollow slotted body 1 and top plate girder steel 2 poured, the top plate girder steel 2 are laid on hollow 1 top of slotted body, the top plate
The height of girder steel 2 >=combination bent cap total height 1/10, wherein combination bent cap total height be top plate steel depth of beam with it is hollow
The sum of the height of groove profile ontology is located at combined cap neutral axis of the beam in hollow slotted body 1 close to top plate girder steel 2(i.e. neutral axis)
Or it is located in top plate girder steel 2.
The hollow slotted body 1 includes bent cap web 11 and bent cap bottom plate 12, and the top plate girder steel 2 includes girder steel upper limb
Listrium 21, steel beam web plate 22, girder steel bottom wing listrium 23 and girder steel diaphragm plate 24, the top plate girder steel 2 are set to the bent cap abdomen
11 top of plate, the top plate girder steel bottom wing listrium 23 are equipped with the shear connector 3 inside several embedment bent cap webs 11；Institute
Stating ultra-high performance concrete-part girder steel combination bent cap is full precast construction.The shear connector 3 is socket cap weldering nail shape
Formula.
The height of the top plate girder steel 2 is 700 mm, by each component (i.e. girder steel top flange plate 21, steel beam web plate 22, girder steel
Bottom wing listrium 23 and girder steel diaphragm plate 24) it is welded, the girder steel top flange plate 21 of top plate girder steel 2 is with a thickness of 40mm, girder steel abdomen
Plate 22, girder steel bottom wing listrium 23 and 24 thickness of girder steel diaphragm plate are 20mm；Girder steel diaphragm plate 24 is preferably provided at support system 6
Place.24 spacing of girder steel diaphragm plate is 3000 mm.
The top surface of the top plate girder steel 2 is equipped with the support system 6 of support superstructure.
The bent cap is double cantilever bent caps, and double cantilever bent caps are connect with two pier studs by interconnecting piece 5,5 top of interconnecting piece
Equipped with diaphragm plate 4,5 bottom of interconnecting piece is embedded with the pier stud connector 51 for connecting with pier stud, and 51 form of pier stud connector is
Pre-buried grout sleeve.
The end cover web 11 of the hollow slotted body 1 is with a thickness of 200 mm, and end cover beam bottom plate 12 is with a thickness of 150
Mm, root bent cap web thickness 11 are 280 mm, and for root bent cap bottom plate 12 with a thickness of 300 mm, hollow 1 end of slotted body is high
Degree is 400 mm, 2 height h of top plate girder steel and combined cap beam end height H1Ratio h/ H1It is 7/11, makes combined cap beam end
Neutral axis be located in top plate girder steel 2；Root height be 1300 mm, 2 height h of top plate girder steel with combine bent cap root height H2
Ratio h/ H2It is 7/20, makes the neutral axis of combined cap beam end close to top plate girder steel 2 and be located in hollow slotted body 1.Institute
The hollow rate for stating hollow slotted body 1 is 50%.
Presstressed reinforcing steel is not configured in the hollow slotted body 1.
The hollow slotted body 1 is variable section structure, and along hollow described in direction of the pier stud junction to bent cap both ends
The height of slotted body 1 is gradually reduced.
Ultra-high performance concrete is Reactive Powder Concrete of the compression strength not less than 100 MPa, the increasing of very-high performance fiber
Reinforced concrete is closely knit with rib reinforced composite material etc..Ultra-high performance concrete is more easily implemented ultra-high performance concrete-part girder steel
Combine lightweight, the high intensity, high rigidity of bent cap.
The combination bent cap of the present embodiment can give full play to the excellent resistance to compression of ultra-high performance concrete, tensile property and top plate steel
The tensile property of beam not only solves excessive, the great cantilever steel lid of great cantilever pre-stressed concrete coping self weight in whole stress
Beam cost problem bigger than normal, also brings great convenience in terms of workability, reduces field operation amount as far as possible, improves
Ultra-high performance concrete-part girder steel combination bent cap assembly rate.
The utility model further includes a kind of construction method of above-mentioned ultra-high performance concrete-part girder steel combination bent cap, packet
Include following steps:
S1: the ultra-high performance concrete that the is prefabricated in the factory-beam prefabricated unit of part girder steel combined cap, the specific steps are that:
S1.1: steel web 22, top flange plate 21, bottom wing listrium 23 and diaphragm plate 24 are welded in factory and forms top plate girder steel 2；
S1.2: according to design requirement, shear connector 3 is welded in top plate girder steel bottom wing listrium 23；
S1.3: the bottom wing listrium 23 of the top plate girder steel of shear connector 3 will be welded with upward, and in the top plate girder steel 2
Top formwork erection and binding ultra-high performance concrete beam steel, and pay attention to pre-buried pier stud connector 51, then pour very-high performance
Concrete, and conserved in time；
S1.4: when pouring ultra-high performance concrete and reaching design requirement, form removal, storage to designated position is formed
Prefabricated ultra-high performance concrete-beam prefabricated the unit of part girder steel combined cap.
S2: it is set up at the construction field (site) by the prefabricated obtained beam prefabricated unit of combined cap of the S1, completes pier stud interconnecting piece 5
Connection construction；
S3: being conserved according to design requirement, reaches erection support system 6 after design requirement, subsequently into next stage
The ultra-high performance concrete-part girder steel combination Coping Construction is completed in construction.
Embodiment 2:
As shown in Fig. 7 to Figure 12, a kind of ultra-high performance concrete-part girder steel of the present embodiment combines bent cap, including super
The hollow slotted body 1 and top plate girder steel 2 that high performance concrete pours, the top plate girder steel 2 are laid in hollow slotted body 1
Side, height >=combination bent cap total height 1/10 of the top plate girder steel 2, wherein the total height of combination bent cap is top plate girder steel
The sum of height and hollow groove profile body height, making combined cap neutral axis of the beam close to top plate girder steel, (i.e. neutral axis is located at hollow flute profile
In ontology) or be located in top plate girder steel.
The hollow slotted body 1 includes bent cap web 11 and bent cap bottom plate 12, and the top plate girder steel 2 includes girder steel upper limb
Listrium 21, steel beam web plate 22 and girder steel bottom wing listrium 23, the top plate girder steel 2 is set to 11 top of bent cap web, described
Top plate girder steel bottom wing listrium 23 is equipped with the shear connector 3 inside several embedment bent cap webs 11；The very-high performance is mixed
Solidifying soil-part girder steel combination bent cap is full precast construction.
The shear connector 3 is that socket cap welds nail form, and it is hollow that this setting can be such that ultra-high performance concrete pours
It combines even closer between slotted body 1 and top plate girder steel 2, avoids that delamination sliding and the discontinuously arranged phenomenon of steel fibre occurs.
The top plate girder steel 2 is formed by several shaped steel combinations, is highly 900 mm.
The top surface of the top plate girder steel 2 is provided with superstructure support system 6.
The bent cap is double cantilever bent caps, and double cantilever bent caps are connect with two pier studs by interconnecting piece 5,5 top of interconnecting piece
Equipped with diaphragm plate 4,5 bottom of interconnecting piece is embedded with the pier stud connector 51 for connecting with pier stud, and 51 form of pier stud connector is
Pre-buried grout sleeve.
The end cover web 11 of the hollow slotted body 1 is with a thickness of 150 mm, and end cover beam bottom plate 12 is with a thickness of 120
Mm, root bent cap web thickness 11 are 300 mm, and root bent cap base plate thickness is 320 mm, hollow 1 end height of slotted body
For 300 mm, 2 height h of top plate girder steel and combined cap beam end height H1Ratio h/ H1It is 3/4, makes in combined cap beam end
Property axle position in top plate girder steel 2, root height is 2100 mm, 2 height h of top plate girder steel with combine bent cap root height H2Ratio
Value h/ H2It is 3/10, makes the neutral axis of combined cap beam end close to top plate girder steel 2 and be located in hollow slotted body 1, be respectively positioned on
1/5 ~ 4/5 range.The hollow rate of the hollow slotted body 1 is 55%.
Presstressed reinforcing steel is not configured in the hollow slotted body 1.
The hollow slotted body 1 is variable section structure, and along hollow described in direction of the pier stud junction to bent cap both ends
The height of slotted body 1 is gradually reduced.
Ultra-high performance concrete is Reactive Powder Concrete of the compression strength not less than 100 MPa, the increasing of very-high performance fiber
Reinforced concrete is closely knit with rib reinforced composite material etc..Ultra-high performance concrete is more easily implemented ultra-high performance concrete-part girder steel
Combine lightweight, the high intensity, high rigidity of bent cap.
The present embodiment further includes a kind of construction method of above-mentioned ultra-high performance concrete-part girder steel combination bent cap, including
Following steps:
S1: the ultra-high performance concrete that the is prefabricated in the factory-beam prefabricated unit of part girder steel combined cap, the specific steps are that:
S1.1: it processes to form specified 2 structure type of top plate girder steel using market finished product hot-rolled steel section in factory；
S1.2: according to design requirement, shear connector 3 is welded in top plate girder steel lower flange 23；
S1.3: the bottom wing listrium 23 of the top plate girder steel of shear connector 3 will be welded with upward, and in the top plate girder steel 2
Top formwork erection and binding ultra-high performance concrete beam steel, and pay attention to pre-buried pier stud connector 51, then pour very-high performance
Concrete, and conserved in time；
S1.4: when pouring ultra-high performance concrete and reaching design requirement, form removal, storage to designated position is formed
Prefabricated ultra-high performance concrete-beam prefabricated the unit of part girder steel combined cap.
S2: it is set up at the construction field (site) by the prefabricated obtained beam prefabricated unit of combined cap of the S1, completes pier stud interconnecting piece 5
Connection construction；
S3: being conserved according to design requirement, reaches erection support system 6 after design requirement, subsequently into next stage
The ultra-high performance concrete-part girder steel combination Coping Construction is completed in construction.
A kind of ultra-high performance concrete of the utility model-part girder steel combines bent cap, wherein the height of the top plate girder steel 2
It can also be 500mm；11 thickness of end cover web of the hollow slotted body 1 can also be 120mm, end cover beam bottom plate
12 thickness can also be 120mm, and root bent cap web thickness 11 can also be 250mm, and root bent cap base plate thickness can also be
250mm, hollow flute profile body end height can also be 150mm, 2 height h of top plate girder steel and combined cap beam end height H1's
Ratio h/ H1It is 10/13, is located at combined cap neutral axis of the beam in top plate girder steel, root height can also be 1100mm, top plate steel
2 height h of beam with combine bent cap root height H2Ratio h/ H2Be 5/16, make combined cap neutral axis of the beam close to top plate girder steel 2 and
In in hollow slotted body 1.
The above is only the preferred embodiment of the utility model, and the protection scope of the utility model is not limited merely to
Above-described embodiment.To those of ordinary skill in the art, gained under the premise of not departing from the utility model technical concept
To modifications and variations also should be regarded as the protection scope of the utility model.
Claims (8)
1. ultra-high performance concrete-part girder steel combines bent cap, the hollow slotted body that is poured including ultra-high performance concrete and
Top plate girder steel, the top plate girder steel are laid on above hollow slotted body, which is characterized in that the top plate steel depth of beam >=group
The 1/10 of closing lid beam total height makes combined cap neutral axis of the beam close to top plate girder steel or is located in top plate girder steel.
2. ultra-high performance concrete as described in claim 1-part girder steel combines bent cap, which is characterized in that the hollow flute profile
Ontology includes bent cap web and bent cap bottom plate, and the top plate girder steel includes girder steel top flange plate, steel beam web plate and girder steel lower flange
Plate, the top plate girder steel are set to above bent cap web, and the top plate girder steel bottom wing listrium is equipped with several embedment bent cap abdomens
The shear connector of intralamellar part；The ultra-high performance concrete-part girder steel combination bent cap is full precast construction.
3. ultra-high performance concrete as claimed in claim 1 or 2-part girder steel combines bent cap, which is characterized in that the top plate steel
Each section of beam is formed by welding or is formed by several shaped steel combinations, is highly the mm of 100 mm ~ 1000, and height is combination
The 1/5 ~ 4/5 of bent cap height.
4. ultra-high performance concrete as claimed in claim 3-part girder steel combines bent cap, which is characterized in that the top plate girder steel
Interior to be equipped with girder steel diaphragm plate, the spacing of adjacent girder steel diaphragm plate is the mm of 2000 mm ~ 8000；Each section steel plate of top plate girder steel
Thickness >=8 mm.
5. ultra-high performance concrete as claimed in claim 1 or 2-part girder steel combines bent cap, which is characterized in that the top plate steel
The top surface of beam is equipped with the support system of support superstructure.
6. ultra-high performance concrete as claimed in claim 1 or 2-part girder steel combines bent cap, which is characterized in that the combined cap
Beam is double cantilever bent caps, and double cantilever bent caps are connect with two pier studs by interconnecting piece, and diaphragm plate, interconnecting piece are equipped with above interconnecting piece
Bottom is embedded with the pier stud connector for connecting with pier stud；The pier stud connector is that pre-buried grout sleeve or wet seam are pre-buried
Reinforcing bar.
7. ultra-high performance concrete as claimed in claim 1 or 2-part girder steel combines bent cap, which is characterized in that the groove
Shape ontology minimum wall thickness (MINI W.) is not less than 100 mm, is highly the mm of 200 mm ~ 4000, the hollow rate of the hollow slotted body is
30%~70%。
8. ultra-high performance concrete as claimed in claim 1 or 2-part girder steel combines bent cap, which is characterized in that the groove
Shape ontology is variable section structure, and is gradually subtracted along the height of hollow slotted body described in direction of the pier stud junction to bent cap both ends
It is small；Presstressed reinforcing steel is not configured in the hollow slotted body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820828369.5U CN208293400U (en) | 2018-05-31 | 2018-05-31 | A kind of ultra-high performance concrete-part girder steel combination bent cap |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820828369.5U CN208293400U (en) | 2018-05-31 | 2018-05-31 | A kind of ultra-high performance concrete-part girder steel combination bent cap |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN208293400U true CN208293400U (en) | 2018-12-28 |
Family
ID=64723194
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201820828369.5U Withdrawn - After Issue CN208293400U (en) | 2018-05-31 | 2018-05-31 | A kind of ultra-high performance concrete-part girder steel combination bent cap |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN208293400U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108677685A (en) * | 2018-05-31 | 2018-10-19 | 湖南大学 | A kind of ultra-high performance concrete-part girder steel combination bent cap and its construction method |
| CN111060270A (en) * | 2019-12-27 | 2020-04-24 | 上海城建城市运营(集团)有限公司 | Movable rapid monitoring and intelligent evaluation method for urban viaduct |
| CN114892505A (en) * | 2022-05-11 | 2022-08-12 | 中铁第四勘察设计院集团有限公司 | Combined gate-type pier structure and construction method |
-
2018
- 2018-05-31 CN CN201820828369.5U patent/CN208293400U/en not_active Withdrawn - After Issue
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108677685A (en) * | 2018-05-31 | 2018-10-19 | 湖南大学 | A kind of ultra-high performance concrete-part girder steel combination bent cap and its construction method |
| CN108677685B (en) * | 2018-05-31 | 2024-01-16 | 湖南大学 | Ultra-high-performance concrete-part steel beam combined bent cap and construction method thereof |
| CN111060270A (en) * | 2019-12-27 | 2020-04-24 | 上海城建城市运营(集团)有限公司 | Movable rapid monitoring and intelligent evaluation method for urban viaduct |
| CN111060270B (en) * | 2019-12-27 | 2021-09-17 | 上海城建城市运营(集团)有限公司 | Movable rapid monitoring and intelligent evaluation method for urban viaduct |
| CN114892505A (en) * | 2022-05-11 | 2022-08-12 | 中铁第四勘察设计院集团有限公司 | Combined gate-type pier structure and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108677685A (en) | A kind of ultra-high performance concrete-part girder steel combination bent cap and its construction method | |
| CN105625572B (en) | Distinctiveness uses the precast prestressed concrete frame bean column node of high performance material | |
| CN106894326B (en) | The construction method of assembled pretensioned prestressing corrugated steel web plate composite box girder | |
| CN108049633A (en) | A kind of precast concrete concrete frame joint construction method | |
| CN104988844B (en) | Two times tensioning prestressing force assembled Wavelike steel webplate combination beam | |
| CN201972237U (en) | Section prefabricated rectangular steel pipe concrete truss | |
| CN101768916A (en) | Lower flange improved corrugated steel web plate composite box girder and construction method thereof | |
| CN206418384U (en) | A kind of few girder composite beam bridge of use Prefabricated composite floorings | |
| CN208293400U (en) | A kind of ultra-high performance concrete-part girder steel combination bent cap | |
| CN101775775B (en) | Combined bridge with self-anti-cracking function and construction method thereof | |
| CN201873937U (en) | Combined bridge with self resistance to crack | |
| CN107090908B (en) | A kind of vertical prefabricated components joint connecting method | |
| CN106245511A (en) | A kind of two-fold shape combined beam structure and construction method thereof | |
| CN208151833U (en) | A kind of construction of novel RC-masonry combination arch bridge | |
| CN108385503A (en) | A kind of assembled light combination beam freely-supported structure changes continuous structure and its construction method | |
| CN204919302U (en) | Few main girder structure of wave form steel web | |
| CN102877407A (en) | Concrete continuous box girder of corrugated steel web for curved bridge | |
| CN207419229U (en) | A kind of Concrete-Filled Square Steel Tube combination pier of double wave folding steel webplate shear wall | |
| CN109057148A (en) | Ultra-high performance concrete is without regular reinforcement Prestressed U type beam and its construction method | |
| CN106121049A (en) | Compound shear wall is connected energy dissipation node and preparation method thereof with steel bar girder combination beam | |
| CN209556195U (en) | Fabricated Beam-Slab connection structure | |
| CN204356996U (en) | The U-shaped beam of prefabricated reinforced concrete with horizontal steel diaphragm | |
| CN207878254U (en) | A kind of assembled light combination beam freely-supported structure changes continuous structure | |
| CN206189249U (en) | Steel light -duty combination beam of an ultra high performance concrete letter change continuous structure structure | |
| CN205874944U (en) | Double T type wave form steel web profiled steel sheet combination beam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20181228 Effective date of abandoning: 20240116 |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20181228 Effective date of abandoning: 20240116 |