CN109610310A - Fashioned iron-UHPC combined bridge deck structure and its construction method suitable for cantilever position - Google Patents
Fashioned iron-UHPC combined bridge deck structure and its construction method suitable for cantilever position Download PDFInfo
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- CN109610310A CN109610310A CN201811520800.0A CN201811520800A CN109610310A CN 109610310 A CN109610310 A CN 109610310A CN 201811520800 A CN201811520800 A CN 201811520800A CN 109610310 A CN109610310 A CN 109610310A
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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
- 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
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
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Abstract
The invention discloses a kind of fashioned iron-UHPC combined bridge deck structures and its construction method suitable for cantilever position, the light-duty combined bridge deck of fashioned iron-UHPC mainly by fashioned iron, be welded with the steel plate strip of short peg and UHPC plate is composed, fashioned iron is as longitudinal rib along direction across bridge arranged for interval, and the suitable bridge in steel plate strip edge is to arranged for interval on fashioned iron top flange plate；Vertical, horizontal seam construction is T-type seam.The present invention uses finished product fashioned iron, low cost, welding capacity is seldom, significantly reduce the risk of fatigue cracking, there is higher bending resistance the moment of inertia simultaneously, reduce the cracking risk of floorings, enhance the tensile capacity of floorings bottom surface transverse direction, UHPC at longitudinal seam is converted into compression by tension, so that floorings, which are not required to configuration prestressing force i.e. in horizontal cantilever state, can guarantee that operation stage does not crack, while also can avoid being broken in high tensile stress area, avoid the occurrence of contraction fissure, floorings self weight is alleviated, it is easy to operate, it is easy to construct.
Description
Technical field
The invention belongs to bridge member and its technical field of construction, the fashioned iron-UHPC of especially a kind of cantilever position is combined
Bridge deck structure and its construction method.
Background technique
Traditional steel-concrete composite beam is made full use of steel tension, the advantage of concrete compression, is made due to its reasonable stress
Performance after obtaining a combination thereof is better than two kinds of material properties and is simply superimposed, to have good technology and economic benefit.But
With the increase of span of bridge, when steel-concrete composite beam is applied to continuous system bridge and across flexible system bridge greatly,
It is faced with upper limb concrete in hogging moment area and the risk of crack in tension occurs, and the effect of conventional Crack Resistance is not satisfactory.
Since concrete slab will undertake the horizontal component from suspension cable in conventional combination girder stayed-cable bridge, therefore it is average
Thickness is thicker, generally higher than 26cm, and the ratio for causing floorings to account for girder total weight is larger, overweight often 70% or more
Girder is the principal element for limiting the span of bridge upper limit, so that when the across footpath of steel-concrete continuous system beam bridge is more than 110m not
Economy, the combination girder stayed-cable bridge economic span upper limit are 600m, for suspension bridge, since stiff girder self weight is held by main push-towing rope system completely
Load, and that of conventional composite beam is about twice of girder steel, therefore using combination beam and uneconomical.Domestic and international a large amount of engineering practices
Show that steel-concrete composite beam bridge is self-possessed excessive and concrete slab problem easy to crack in the prevalence of girder, it is long-term tired
Engineering circles are disturbed, becomes and restricts the major technology bottleneck that traditional steel-concrete composite beam further develops.
There are the power that the basic reasons of above-mentioned problem are common concrete material itself in traditional steel-concrete composite beam
The limitation of performance is learned, common concrete material compression strength is limited, low cross-intensity, contraction, creep beharior and temperature action
Under easily generate restriction tention, cause traditional steel-concrete composite beam concrete bridge deck plate thickness it is larger, from it is great, operation
There is cracking risk in the process, to limit its development.
Ultra-high performance concrete (Ultra-High Performance Concrete, UHPC, hereinafter referred to as UHPC) has
Excellent mechanical property, elasticity modulus with higher and resistance to compression, tensile strength, while there is excellent cracking resistance again, and
Its later period is punctured into zero after high temperature steam curing, and Creep Coefficient is greatly reduced, and only 0.2, so that its time deformation very little, base
Originally the cracking risk of hogging moment area concrete slab is eliminated.Its occur making the developing trend of bridge construction structure in greatly across
Change, lightness.However, the thicker plate thickness of use cannot make full use of the economic advantages of UHPC, and real since UHPC cost is higher
In the bridge structure of border, the vertical and horizontal stress of floorings is different, and generally based on a direction (generally longitudinal), and is only adopted
Make floorings with plate pure UHPC plate and certainly will will cause the more than needed of a direction to spend big, causes waste of material, economy is inclined
Difference.
For steel girder supporting condition, at intermediate region, (suspension cable 35 of such as Nanjing Wu Qiao is arranged in girder middle area
Domain, as shown in Figure 1), steel girder 36 is laterally in cantilever position, at this time floorings transverse direction tension, along with dead load+mobile load shadow
It rings, horizontal tensile stress certainly will be higher, to ensure that floorings do not occur naked eyes visible crack (i.e. under the effect of this horizontal tensile stress
Maximum crack width is no more than 0.05mm), traditional method is setting transverse prestress.It but is arrangement prestress muscle, floorings are cut
Face size is larger.So preferably optimizing deck structrue, so that it can not be able to satisfy still in the case where not configuring transverse prestress
The now requirement of naked eyes visible crack.
Simultaneously because steel fibre is discontinuous at seam crossing the old and new's UHPC interface, tensile strength is reduced, according to tradition
Perpendicular seam, then be easy to crack because interface is weak and seam crossing tensile stress is higher, therefore, for steel-UHPC
The floorings of combination beam preferably optimize seam crossing construction, reduce the cracking risk of seam.
Summary of the invention
The technical problem to be solved by the present invention is to overcome the shortcomings of to mention in background above technology and defect, provide one
Kind of structure is simple, convenient for the fashioned iron-UHPC combined bridge deck structure suitable for cantilever position of construction, and floorings are greatly lowered
Self weight, increase the span ability of combination beam, while reducing cracking wind of the floorings in the case where not configuring transverse prestress
Danger.
In order to solve the above technical problems, technical solution proposed by the present invention are as follows:
A kind of fashioned iron-UHPC combined bridge deck structure suitable for cantilever position, the bridge deck structure include fashioned iron-UHPC light
The seam construction on type combined bridge deck and periphery；The light-duty combined bridge deck of fashioned iron-UHPC mainly by fashioned iron, be welded with short peg
Steel plate strip and UHPC plate be composed；Fashioned iron, along direction across bridge arranged for interval, is set to UHPC board bottom portion as longitudinal rib；Steel plate
Item it is vertical with fashioned iron and along vertical bridge to arranged for interval on fashioned iron top flange plate, steel plate strip is connect by short peg with UHPC plate；
Vertical, horizontal seam construction is T-type seam.
Further, the UHPC plate is plate, and average thickness is no more than 150mm, and the average thickness is free of seam.
Further, the fashioned iron is H profile steel, I-steel, channel steel, angle steel, T-steel, flat-bulb steel or U-shaped steel, and fashioned iron is high
Degree is no more than 400mm, and horizontal spacing is 300mm~1000mm.
Further, the length of the steel plate strip is equal to the width of the light-duty combined bridge deck of fashioned iron-UHPC, the width of steel plate strip
Degree is 50mm~150mm.
Further, notch is arranged in the steel plate strip at longitudinal seam, so that the steel plate strip of longitudinal seam two sides is being cut
Mouthful place and is spliced into an entirety at interlaced arrangement, is arranged in the steel plate strip of notch above seam and is welded with short peg.
Further, it is welded with short peg on the fashioned iron top flange plate, for connecting with UHPC plate, the steel plate strip is laid with
Gap location between adjacent short peg.
Further, steel mesh is configured in the UHPC plate, steel mesh is located at the top of steel plate strip, and steel mesh is by staggeredly
The longitudinal reinforcement and transverse steel of laying form.
Further, the T-type seam is by the ladder-like notch of UHPC plate upper edge and the gap of adjacent UHPC plate
It constitutes, top layer ladder height is the 30~70% of UHPC plate height.
Further, longitudinal seam by the light-duty combined bridge deck of fashioned iron-UHPC ride over midfeather, median ventral plate, side web or
Sealing rubber strip on stringer top flange, which is reserved, to be formed, with midfeather, median ventral plate, side web or the type of stringer top flange junction
Steel is substantially in Contraband shape, and flange plate constitutes the boundary of seam two sides, in the two neighboring fashioned iron of seam towards outside to fashioned iron up and down at this
Weld lateral connection bar dowel in top flange.
Further, transverse joint is ridden on diaphragm plate or crossbeam top flange plate by the light-duty combined bridge deck of fashioned iron-UHPC
Sealing rubber strip it is reserved form, weld longitudinally connected bar dowel, seam crossing fashioned iron abdomen in the two neighboring fashioned iron top flange of seam
It is connected between plate by lateral stiffening plate.
A kind of construction method of the fashioned iron-UHPC combined bridge deck structure suitable for cantilever position, using following two kinds
One of construction method:
The first construction method: lower part girder steel and the light-duty combined bridge deck plate unit of top fashioned iron-UHPC are separately prefabricated, then
Scene is spliced to form microlight-type combined beam structure, includes the following steps:
S1: it is respectively completed the prefabricated of the light-duty combined bridge deck plate unit of fashioned iron-UHPC and girder steel；
S2: anti-with being welded on the top flange plate of diaphragm plate or crossbeam in girder steel midfeather, median ventral plate, side web or stringer
Peg is cut, while arranging the rubber adhesive tape of sealing on the outside of the top flange plate of the longitudinal and transverse beam of girder steel；
S3: the installation light-duty combined bridge deck plate unit of fashioned iron-UHPC is shelved in rubber adhesive tape, then wide along seam
Put stiffener in degree direction；
S4: pouring ultra-high performance concrete layer is embedded in peg and stiffener in ultra-high performance concrete, so that type
It is integrated into a whole between the light-duty combined bridge deck plate unit of steel-UHPC, completes construction；
Second of construction method: lower part girder steel and the light-duty integral prefabricated formation of combined bridge deck plate unit of top fashioned iron-UHPC
Microlight-type combines girder segment, then completes intersegmental splicing at the scene, includes the following steps:
S1: the light-duty combined bridge deck plate unit of fashioned iron-UHPC and girder steel is integral prefabricated, the light-duty combined bridge deck of fashioned iron-UHPC
Plate unit is by girder steel midfeather, median ventral plate, side web or stringer, with the shear stud on the top flange plate of diaphragm plate or crossbeam
It is connected to become the microlight-type combination beam an of segment, and reserves the position of transverse joint between segment；
S2: the segment of installation microlight-type combined beam structure, then transversely seam longitudinally puts longitudinally reinforced steel along bridge
Muscle；
S3: pouring ultra-high performance concrete layer is embedded in peg and stiffener in ultra-high performance concrete, so that super
It is integrated into a whole between the segment of light-duty combined beam structure, completes construction.
Compared with prior art, remarkable result of the invention are as follows:
The present invention provides a kind of fashioned iron-UHPC combined bridge deck structures suitable for cantilever position, and master can be greatly lowered
Beam self weight, so that it is still able to satisfy in the case where not configuring transverse prestress and does not occur naked eyes visible crack (maximum crack is wide
Requirement of the degree no more than 0.05mm).The combined bridge deck structure has the advantages that
(1) in traditional shape steel-concrete combined beam, due to normal concrete shrink it is larger, to avoid its shrinkage cracking, one
As need to separate fashioned iron and normal strength concrete slab prefabricated, seam crossing concrete is poured in reproduction, and that its is formed is whole, and stress is first
Girder steel stress, then become combining beam stress, the light-duty combined bridge deck Shaped Steel of Shaped Steel-UHPC of the present invention and UHPC plate are integrally pre-
It makes, directly becomes compoboard stress, mechanical property is more excellent.
(2) main function of the light-duty combined bridge deck Shaped Steel of Shaped Steel-UHPC of the present invention is to serve as putting more energy into for UHPC plate
The effect of rib and receiving plate lower edge tensile stress, span is smaller, is diaphragm plate (crossbeam) spacing, therefore its height does not need very
Height is usually no more than 400mm.Fashioned iron longitudinal rib is set in UHPC board bottom face, has given full play to the mechanical property of steel and the material of UHPC
Can, so that the utilization rate of material is higher while having bigger bending stiffness；Due to using finished product fashioned iron in floorings plate,
Low cost has higher bending resistance the moment of inertia, reduces the cracking risk of floorings.Compared with conventional orthogonal opposite sex Steel Bridge Deck,
Welding capacity is seldom, significantly reduces the risk of fatigue cracking.
(3) steel plate strip for being welded with short peg enhances the tensile capacity in UHPC board bottom face, so that being in the bridge of cantilever position
Panel will not cracking under dead load+live loading under conditions of not configuring transverse prestress.
(4) notch is arranged in steel plate strip at longitudinal seam, so that the steel plate strip interlaced arrangement of seam two sides and can splice
For an entirety, seam top, which is arranged in the steel plate strip of notch, is welded with short peg, bears reversed drawing due to two sides steel plate strip and answers
Power can make the stress of the UHPC at script longitudinal seam be converted to compression by tension, reduce its cracking risk.
(5) floorings UHPC material utilization amount is few and bending stiffness is big, meets the requirement of floorings vertical, horizontal stress, and shows
The self weight for reducing floorings is write, so that main beam structure self weight significantly reduces, increases the span ability of combination beam.With tradition
Steel-concrete composite beam is compared, and girder self weight can reduce by 40~50%, and compared with clean steel beam, girder self weight increases by 10~20%,
Span can achieve 2000 meters.
(6) top layer seaming position is arranged in from diaphragm plate (crossbeam) farther out by bridge floor plate unit periphery T-shape seam construction
Position, may make seaming position to avoid hogging moment peak tensile stress area, while setting due to T-shape seam upper and lower level step again
It sets, so that the contact surface of the cast-in-place seam UHPC of seam crossing and lower layer step is UHPC and contact surface is longer, the water between contact surface
Flat frictional resistance can block UHPC contraction, avoid interface from contraction fissure occur, avoid the occurrence of leakage disease.
(7) by adjusting the horizontal spacing of floorings, the size of fashioned iron and fashioned iron, can facilitate matching floorings it is vertical,
Lateral stiffness.
(8) since floorings are prefabricated in the factory, scene only needs to pour the wet seam of vertical, horizontal, cast in situs amount
Small, seam only needs to carry out dabbing to top layer ladder, and workload is small, and seam crossing reinforcing bar does not need to take without bending and binding yet
It connects or welds, easy to operate, equipment investment is small, simple to operation, lower to labor quality and technique requirement.
Detailed description of the invention
In order to more clearly explain the embodiment of the invention or the technical proposal in the existing technology, to embodiment or will show below
There is attached drawing needed in technical description to be briefly described, it should be apparent that, the accompanying drawings in the following description is the present invention
Some embodiments for those of ordinary skill in the art without creative efforts, can also basis
These attached drawings obtain other attached drawings.
Fig. 1-is Nanjing Wu Qiao box beam cross-sectional view；
Fig. 2-is a kind of light-duty combined bridge deck plate unit of fashioned iron-UHPC suitable for cantilever position of the embodiment of the present invention
Structural schematic diagram (top view)；
Fig. 3-is Section A-A cross-sectional view in Fig. 2；
Fig. 4-is section B-B cross-sectional view in Fig. 2；
Fig. 5-is C-C cross-sectional view in Fig. 2；
Fig. 6-is the light-duty combined bridge deck plate unit longitudinal seam top a kind of fashioned iron-UHPC suitable for cantilever position in Fig. 2
Schematic diagram of a layer structure (top view is the F-F sectional view in Figure 12, Figure 13, longitudinal reinforcement in UHPC plate and seam is not shown)；
Fig. 7-is a kind of suitable for the light-duty combined bridge deck plate unit longitudinal seam of the fashioned iron-UHPC of cantilever position in Fig. 2
Schematic diagram of a layer structure (top view is the G-G sectional view in Figure 12, Figure 13)；
Fig. 8-is the first form (top view, for full-page proof in Fig. 7 of the drawing of steel plate strip at longitudinal seam in Fig. 7
A)；
Fig. 9-is second of form (top view, for full-page proof in Fig. 7 of the drawing of steel plate strip at longitudinal seam in Fig. 7
A)；
Figure 10-is the third form (top view, for full-page proof in Fig. 7 of the drawing of steel plate strip at longitudinal seam in Fig. 7
A)；
Figure 11-is the light-duty combined bridge deck plate unit longitudinal seam of a kind of fashioned iron-UHPC suitable for cantilever position in Fig. 2
Fabric schematic diagram (top view is the H-H sectional view in Figure 12, Figure 13)；
Figure 12-is D-D cross-sectional view in Fig. 6, Fig. 7, Figure 11；
Figure 13-is E-E cross-sectional view in Fig. 6, Fig. 7, Figure 11；
Figure 14-is the light-duty combined bridge deck unit transverse seam of a kind of fashioned iron-UHPC suitable for cantilever position in Fig. 2
Top level structure schematic diagram (top view, be Figure 17, Figure 18 in K-K sectional view)；
Figure 15-is the light-duty combined bridge deck unit transverse seam of a kind of fashioned iron-UHPC suitable for cantilever position in Fig. 2
Media layer damage schematic diagram (top view, be Figure 17, Figure 18 in L-L sectional view)；
Figure 16-is the light-duty combined bridge deck unit transverse seam of a kind of fashioned iron-UHPC suitable for cantilever position in Fig. 2
Fabric schematic diagram (top view, be Figure 17, Figure 18 in M-M sectional view)；
Figure 17-is I-I cross-sectional view in Figure 14, Figure 15 and Figure 16；
Figure 18-is J-J cross-sectional view in Figure 14, Figure 15 and Figure 16.
Marginal data:
1, UHPC plate；2, fashioned iron；3, steel plate strip；4, the short peg on fashioned iron top flange plate；5, short peg；6, asphalt pavement
Layer；7, longitudinal reinforcement；8, transverse steel；9, longitudinal T-shape seam crossing cuts away on one side the fashioned iron of flange plate up and down；10, longitudinal " T "
Type seam crossing UHPC plate top layer ladder；11, longitudinal T-shape seam crossing UHPC board bottom layer ladder；12, longitudinal T-shape seam crossing top
The lateral stiffener of layer；13, longitudinal T-shape seam crossing top layer longitudinal reinforcement；14, seam crossing peg；15, midfeather (median ventral plate,
Side web or stringer)；16, the top flange plate of midfeather (median ventral plate, side web or stringer)；17, sealing rubber strip；18, seam
Locate cast-in-place UHPC；19, the short peg on seam crossing shaped steel flange plate or lateral end plate；20, lateral T-shape seam crossing passes through groove
The fashioned iron of processing；21, lateral T-shape seam crossing lateral stiffening plate；22, the peg on lateral T-shape seam crossing shape steel web；
23, lateral T-shape seam crossing UHPC plate top layer ladder；24, lateral T-shape seam crossing UHPC board bottom layer ladder；25, laterally " T "
The longitudinally reinforced reinforcing bar of type seam crossing top layer；26, lateral T-shape seam crossing top layer transverse steel；27, diaphragm plate (crossbeam)；28, horizontal
Partition (crossbeam) top flange plate；29, lateral connection bar dowel between fashioned iron and fashioned iron at longitudinal seam；30, fashioned iron at longitudinal seam
The weld seam of lateral connection bar dowel between fashioned iron；31, longitudinally connected bar dowel between fashioned iron and fashioned iron at transverse joint；32, laterally
The weld seam of longitudinally connected bar dowel between seam crossing fashioned iron and fashioned iron；33, the reserved length of longitudinal T-shape seam crossing top layer transverse steel
Degree；34, lateral T-shape seam crossing top layer longitudinal reinforcement length in reserve；35, suspension cable；36, steel girder.
Specific embodiment
To facilitate the understanding of the present invention, the present invention is done below in conjunction with Figure of description and preferred embodiment more complete
Face meticulously describes, but protection scope of the present invention is not limited to following specific embodiments.
Unless otherwise defined, all technical terms used hereinafter are generally understood meaning phase with those skilled in the art
Together.Technical term used herein is intended merely to the purpose of description specific embodiment, and it is of the invention to be not intended to limitation
Protection scope.
Referring to Fig. 2~18, a kind of fashioned iron-UHPC combined bridge deck structure suitable for cantilever position of the present embodiment, the bridge
Face structure includes the seam construction on the light-duty combined bridge deck of fashioned iron-UHPC and periphery, the light-duty combined bridge deck of fashioned iron-UHPC by
Fashioned iron 2 is welded with steel plate strip 3, the UHPC plate 1 of short peg 5, and the fashioned iron upper limb for connecting fashioned iron Yu UHPC plate in upper surface
Short peg 4 on listrium forms.
UHPC plate 1 is plate in the light-duty combined bridge deck plate unit of fashioned iron-UHPC, and average thickness (being free of seam) is no
More than 150mm, 1 domestic demand configuration reinforcement net of UHPC plate, steel mesh is located at the top of steel plate strip 3, and steel mesh is by UHPC prefabricated board
Longitudinal reinforcement 7 and transverse steel 8 form, vertical, horizontal bar diameter be 10mm~32mm, bar spacing be 70mm~300mm.
UHPC plate 1 is placed in 2 top of fashioned iron, the main function of fashioned iron 2 in the light-duty combined bridge deck plate unit of fashioned iron-UHPC
To serve as the ribbed stiffener of UHPC plate 1 and bearing the effect of tensile stress, fashioned iron 2 is generally H profile steel, I-steel, channel steel, angle steel, T-type
Steel, flat-bulb steel or U-shaped steel, fashioned iron 2 are to be longitudinally arranged, and horizontal spacing is 300mm~1000mm, and 2 width of fashioned iron is generally 100mm
~400mm, due to the effect that the effect of fashioned iron 2 is ribbed stiffener, height is smaller, is usually no more than 400mm.
The length of the steel plate strip 3 for being welded with short peg 5 is equal to the width of the prefabricated light-duty combined bridge deck of fashioned iron-UHPC
Degree, width are 50mm~150mm, and steel plate strip 3 in two sides spot welding (or glue) by being positioned on 2 top flange plate of fashioned iron.
The short peg 4 being welded on fashioned iron top flange plate on 2 top flange plate of fashioned iron, the steel plate strip 3 for being welded with short peg 5 are laid with
Gap location between the short peg 4 on adjacent fashioned iron top flange plate.
In the light-duty combined bridge deck plate unit of fashioned iron-UHPC UHPC plate 1 by short peg 4 on fashioned iron top flange plate with
Fashioned iron 2 connects, and is connect by short peg 5 with steel plate strip 3.4 diameter of short peg on fashioned iron top flange plate is 9mm~25mm, high
Degree is 25mm~80mm, the short peg 4 on each 2 top 2~4 row's fashioned iron top flange plates of lateral general arrangement of fashioned iron, and spacing is
50mm~200mm, adjacent short peg longitudinal pitch are 100mm~300mm.Short peg 5 is welded in 3 length direction of steel plate strip
On heart line, the spacing between adjacent short peg 5 is 100~300mm, and short 5 height of peg is 25mm~80mm, short 5 diameter of peg
For 10mm~25mm.
Vertical, horizontal seam construction is T-shape seam, top layer rank in the light-duty combined bridge deck plate unit of fashioned iron-UHPC
Ladder (such as longitudinal T-shape seam crossing UHPC plate top layer ladder 10) height is generally the 30%~70% of UHPC plate height, and seam is total
Height is the sum of the height that rubber adhesive tape is used in the light-duty combined bridge deck height of steel-UHPC and sealing；Top layer ladder width is wider, with
The high tensile stress area for avoiding hogging moment avoids seam crossing from discontinuously causing tensile strength due to the old and new's UHPC interface steel fibre
It is low, occur crack too early, top layer ladder and bottom ladder are (such as longitudinal T-shape seam crossing UHPC board bottom layer ladder 11, laterally " T "
Type seam crossing UHPC board bottom layer ladder 24) between wet seam crossing interface be UHPC, can avoid contraction fissure occur.
Longitudinal seam is taken by the light-duty combined bridge deck of fashioned iron-UHPC in the light-duty combined bridge deck plate unit of fashioned iron-UHPC
Sealing rubber strip 17 on the top flange plate 16 of midfeather (median ventral plate, side web or stringer), which is reserved, to be formed, at this point, prefabricated board
In in the fashioned iron with midfeather top flange junction need to remove the flange plate up and down of one end, form longitudinal T-shape seam crossing and cut away
The fashioned iron 9 of flange plate above and below on one side, at the two neighboring fashioned iron top flange welding longitudinal seam of seam between fashioned iron and fashioned iron laterally
Bar dowel 29 is connected, 29 longitudinal pitch of lateral connection bar dowel is 100mm~1000mm between fashioned iron and fashioned iron at longitudinal seam, is indulged
Partition top flange plate is welded with seam crossing peg 14.Such as Fig. 7, notch is arranged in steel plate strip 3 at longitudinal seam, so that longitudinal seam two
The steel plate strip of side is in incision interlaced arrangement and can be spliced into an entirety, and interface can be any in Fig. 8, Fig. 9 or Figure 10
Kind, short peg is welded in the steel plate strip of setting notch above seam.It is 400~1200mm that top layer ladder, which reserves width, is flat mouth
Type needs dabbing to handle before pouring；Bottom ladder is that reserved width is 200~600mm, is flat mouth type, does not need dabbing before pouring
Processing.For being provided with the bridge of stringer, can be shelved on the top flange plate of stringer, for not only without midfeather but also without small vertical
The bridge of beam, on the top flange plate that side web can be directly rested on.
Transverse joint is taken by the light-duty combined bridge deck of fashioned iron-UHPC in the light-duty combined bridge deck plate unit of fashioned iron-UHPC
Sealing rubber strip 17 on diaphragm plate (crossbeam) top flange plate 28, which is reserved, to be formed, and is welded in the two neighboring fashioned iron top flange of seam
Longitudinally connected bar dowel 31 between fashioned iron and fashioned iron at transverse joint, longitudinally connected bar dowel 31 between fashioned iron and fashioned iron at transverse joint
Lateral arrangement is that each fashioned iron top flange plate is distributed 2~4, and diaphragm plate top flange plate is welded with seam crossing peg 14, seam crossing type
It is connected between steel web by lateral T-shape seam crossing lateral stiffening plate 21 (steel plate or UHPC), light-duty group of Shaped Steel-UHPC
Floorings Shaped Steel bottom wing listrium and diaphragm plate (crossbeam) top flange plate 28 are closed without welding, top layer ladder height is floorings top
Plate height, reserving width is 400~1200mm, is flat mouth type, needs dabbing to handle before pouring；It is 200 that bottom ladder, which reserves width,
~600mm, if transverse joint width is smaller, 27 top flange plate of diaphragm plate (crossbeam) arranges that peg is restricted, can be from fashioned iron
Flange plate does a groove to bottom wing listrium, fashioned iron 20 of such as lateral T-shape seam crossing Jing Guo groove processing.
T-shape seam construction in the light-duty combined bridge deck plate unit of fashioned iron-UHPC, T-shape seam construction, reinforcing bar are not necessarily to
It bends, without overlap joint or welding between reinforcing bar, top layer transverse steel 8 and longitudinal direction along the UHPC prefabricated board in joint gap direction
Reinforcing bar 7 need to reserve certain length and need to be staggeredly arranged, longitudinal T-shape seam crossing top layer transverse steel length in reserve 33 and transverse direction
T-shape seam crossing top layer longitudinal reinforcement length in reserve 34 should be greater than 10 times of bar diameter, and the length for the intersection that is staggeredly arranged is not answered
Bar diameter less than 7.5 times, the distance being staggeredly arranged is no less than 1.5 times of steel fibre maximum length, simultaneously for reinforcing bar
Spacing is biggish need to put the parallel longitudinally reinforced reinforcing bar 25 of lateral T-shape seam crossing top layer and transverse direction along joint gap direction
T-shape seam crossing top layer transverse steel 26.
The cast-in-place UHPC 18 of the UHPC plate 1, seam crossing is poured by ultra-high performance concrete, and the very-high performance is mixed
Solidifying soil refers in component containing steel fibre and non-coarse aggregate, compression strength are mixed not less than 5MPa not less than 100MPa, axial tensile strength
Solidifying soil.The top of UHPC plate 1 is provided with asphalt mixture surfacing.
Some other explanations in attached drawing: longitudinal T-shape seam crossing top layer longitudinal reinforcement 13, seam crossing shaped steel flange plate or cross
Short peg 19 on end plate, the peg 22 on lateral T-shape seam crossing shape steel web are horizontal between fashioned iron and fashioned iron at longitudinal seam
To the weld seam 30 of connection bar dowel, at transverse joint between fashioned iron and fashioned iron longitudinally connected bar dowel weld seam 32.
A kind of construction method of the microlight-type combined beam structure suitable for Large Span Bridges of the present embodiment, specifically include with
Lower step:
S1: prefabricated fashioned iron-UHPC light-duty combined bridge deck plate unit and girder steel: by the fixed good position of fashioned iron 2, by seam crossing type
The template of lateral T-shape seam crossing lateral stiffening plate 21 between steel is connected with fashioned iron 2, will be welded with the steel plate strip 3 of short peg 5
It is positioned at fashioned iron top flange plate by spot welding or gluing connection, the template of UHPC bridge floor plate unit is made, in 2 top flange plate of fashioned iron
The short peg 4 on fashioned iron top flange plate is welded, is put into the longitudinal reinforcement 7 and transverse steel 8 bound, and reserve certain length
Reinforcing bar forms the light-duty combined bridge deck plate unit of fashioned iron-UHPC after the completion of outside template, pouring UHPC maintenance；Prefabricated lower part girder steel,
The prefabricated of lower part girder steel is carried out according to conventional Composite Steel-Concrete Bridges construction method, and in girder steel midfeather (median ventral plate, side
Web or stringer) top flange plate 16, shearing resistance seam crossing peg 14 is welded on diaphragm plate (crossbeam) top flange plate 28；
S2: girder steel and the prefabricated light-duty combined bridge deck of fashioned iron-UHPC are set up: according to conventional composite steel concrete bridge
Beam construction method carries out the scene splicing process of girder steel, then the hoisting prefabricated light-duty combined bridge deck plate unit of good fashioned iron-UHPC, will
On its sealing rubber strip 17 for being shelved on midfeather (median ventral plate, side web or stringer) 15 and diaphragm plate (crossbeam) top flange plate,
For the bridge of no midfeather, stringer can be added, is shelved on the top flange plate of stringer, or directly rest on side web
Top flange plate on, the lateral connection bar dowel 29 between fashioned iron and fashioned iron at seam crossing fashioned iron top flange plate welding longitudinal seam；
S3: pour wet seam: longitudinal T-shape seam crossing UHPC plate top layer ladder 10 and lateral T-shape to flat mouth type connect
At seam UHPC plate top layer ladder 23 carry out dabbing processing, it is biggish to bar spacing also need to put along joint gap direction it is parallel
Longitudinal T-shape seam crossing top layer transverse direction stiffener 12 and the longitudinally reinforced reinforcing bar 25 of lateral T-shape seam crossing top layer, finally pour
Ultra-high performance concrete is embedded in peg, reserved steel bar and stiffener in ultra-high performance concrete, so that orthotropic
It is integrated into a whole between UHPC light bridge panel unit, common stress；
S4: making asphalt mixture surfacing 6: the ultra-high performance concrete top surface of the prefabricated bridge and cast-in-place seam into
Row roughening processing, and making asphalt mixture surfacing 6 above it, complete the construction of steel-UHPC combination beam bridge deck structure.
Above-mentioned only presently preferred embodiments of the present invention, is not intended to limit the present invention in any form.Therefore, it is all not
Be detached from technical solution of the present invention content, according to the present invention technical spirit it is made to the above embodiment it is any it is simple modification, etc.
With variation and modification, all shall fall within the protection scope of the technical scheme of the invention.
Claims (11)
1. a kind of fashioned iron-UHPC combined bridge deck structure suitable for cantilever position, it is characterised in that: the bridge deck structure includes type
The seam construction on the light-duty combined bridge deck of steel-UHPC and periphery；The light-duty combined bridge deck of fashioned iron-UHPC is mainly by fashioned iron, weldering
The steel plate strip and UHPC plate for being connected to short peg are composed；Fashioned iron, along direction across bridge arranged for interval, is set to UHPC as longitudinal rib
Board bottom portion；Steel plate strip it is vertical with fashioned iron and along vertical bridge to arranged for interval on fashioned iron top flange plate, steel plate strip by short peg with
The connection of UHPC plate；Vertical, horizontal seam construction is T-type seam.
2. being suitable for the fashioned iron-UHPC combined bridge deck structure of cantilever position as described in claim 1, it is characterised in that: described
UHPC plate is plate, and average thickness is no more than 150mm, and the average thickness is free of seam.
3. being suitable for the fashioned iron-UHPC combined bridge deck structure of cantilever position as described in claim 1, it is characterised in that: the type
Steel is H profile steel, I-steel, channel steel, angle steel, T-steel, flat-bulb steel or U-shaped steel, and fashioned iron height is no more than 400mm, and horizontal spacing is
300mm~1000mm.
4. being suitable for the fashioned iron-UHPC combined bridge deck structure of cantilever position as claimed in claim 1 or 3, it is characterised in that: described
The length of steel plate strip is equal to the width of the light-duty combined bridge deck of fashioned iron-UHPC, and the width of steel plate strip is 50mm~150mm.
5. being suitable for the fashioned iron-UHPC combined bridge deck structure of cantilever position as claimed in claim 1 or 3, it is characterised in that: described
Notch is arranged in steel plate strip at longitudinal seam, so that the steel plate strip of longitudinal seam two sides is in incision interlaced arrangement and is spliced into one
A entirety, seam top, which is arranged in the steel plate strip of notch, is welded with short peg.
6. being suitable for the fashioned iron-UHPC combined bridge deck structure of cantilever position as claimed in claim 1 or 3, it is characterised in that: described
Short peg is welded on fashioned iron top flange plate, for connecting with UHPC plate, between the steel plate strip is laid between adjacent short peg
At gap.
7. being suitable for the fashioned iron-UHPC combined bridge deck structure of cantilever position as described in claim 1, it is characterised in that: described
It is configured with steel mesh in UHPC plate, steel mesh is located at the top of steel plate strip, and steel mesh is by the longitudinal reinforcement and transverse direction that are staggeredly laid with
Reinforcing bar composition.
8. being suitable for the fashioned iron-UHPC combined bridge deck structure of cantilever position as described in claim 1, it is characterised in that: the T-type
Seam is made of the gap of the ladder-like notch of UHPC plate upper edge and adjacent UHPC plate, and top layer ladder height is UHPC plate
The 30~70% of height.
9. being suitable for the fashioned iron-UHPC combined bridge deck structure of cantilever position as described in claim 1 or 8, it is characterised in that: longitudinal
Seam is ridden over the seal rubber on midfeather, median ventral plate, side web or stringer top flange by the light-duty combined bridge deck of fashioned iron-UHPC
Item is reserved to be formed, and is substantially in Contraband shape, fashioned iron at this with midfeather, median ventral plate, side web or the fashioned iron of stringer top flange junction
Upper and lower flange plate constitutes the boundary of seam two sides towards outside, short in the two neighboring fashioned iron top flange welding lateral connection of seam
Reinforcing bar.
10. being suitable for the fashioned iron-UHPC combined bridge deck structure of cantilever position as described in claim 1 or 8, it is characterised in that: horizontal
To seam by the light-duty combined bridge deck of fashioned iron-UHPC ride over the sealing rubber strip on diaphragm plate or crossbeam top flange plate it is reserved and
At welding longitudinally connected bar dowel in the two neighboring fashioned iron top flange of seam, pass through lateral stiffening between seam crossing shape steel web
Plate connection.
11. a kind of fashioned iron-UHPC combined bridge deck structure for being suitable for cantilever position as described in any one of claim 1~10
Construction method, it is characterised in that: using one of following two kinds of construction methods:
The first construction method: lower part girder steel and the light-duty combined bridge deck plate unit of top fashioned iron-UHPC are separately prefabricated, then at the scene
It is spliced to form microlight-type combined beam structure, is included the following steps:
S1: it is respectively completed the prefabricated of the light-duty combined bridge deck plate unit of fashioned iron-UHPC and girder steel；
S2: in girder steel midfeather, median ventral plate, side web or stringer, with welding shearing resistance bolt on the top flange plate of diaphragm plate or crossbeam
It follows closely, while arranging the rubber adhesive tape of sealing on the outside of the top flange plate of the longitudinal and transverse beam of girder steel；
S3: the installation light-duty combined bridge deck plate unit of fashioned iron-UHPC is shelved in rubber adhesive tape, then along joint gap side
To putting stiffener；
S4: pouring ultra-high performance concrete layer is embedded in peg and stiffener in ultra-high performance concrete, so that fashioned iron-
It is integrated into a whole between the light-duty combined bridge deck plate unit of UHPC, completes construction；
Second of construction method: lower part girder steel and the integral prefabricated formation of the light-duty combined bridge deck plate unit of top fashioned iron-UHPC are ultralight
Type combines girder segment, then completes intersegmental splicing at the scene, includes the following steps:
S1: the light-duty combined bridge deck plate unit of fashioned iron-UHPC and girder steel is integral prefabricated, the light-duty combined bridge deck list of fashioned iron-UHPC
Member is connect by girder steel midfeather, median ventral plate, side web or stringer with the shear stud on the top flange plate of diaphragm plate or crossbeam
As the microlight-type combination beam of a segment, and reserve the position of transverse joint between segment；
S2: the segment of installation microlight-type combined beam structure, then transversely seam longitudinally puts longitudinally reinforced reinforcing bar along bridge；
S3: pouring ultra-high performance concrete layer is embedded in peg and stiffener in ultra-high performance concrete, so that microlight-type
It is integrated into a whole between the segment of combined beam structure, completes construction.
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| CN201811520800.0A CN109610310B (en) | 2018-12-12 | 2018-12-12 | Profile steel-UHPC combined bridge deck structure suitable for cantilever state and construction method thereof |
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|---|---|---|---|
| CN201811520800.0A CN109610310B (en) | 2018-12-12 | 2018-12-12 | Profile steel-UHPC combined bridge deck structure suitable for cantilever state and construction method thereof |
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| CN110055881A (en) * | 2019-06-05 | 2019-07-26 | 北京市市政工程设计研究总院有限公司 | A kind of novel bridge floor continuous structure and construction method suitable for simply supported girder bridge |
| CN110359352A (en) * | 2019-08-02 | 2019-10-22 | 中冶长天国际工程有限责任公司 | A kind of prefabricated assembled T beam and construction method |
| CN111608071A (en) * | 2020-06-19 | 2020-09-01 | 苏交科集团股份有限公司 | Connecting structure of asynchronous cantilever construction reinforced concrete joint and construction method thereof |
| CN112942126A (en) * | 2021-03-11 | 2021-06-11 | 贵州省交通规划勘察设计研究院股份有限公司 | Method capable of reducing stress of auxiliary pier of double-tower combined beam cable-stayed bridge |
| CN114150568A (en) * | 2021-12-06 | 2022-03-08 | 广西路桥工程集团有限公司 | Light-duty combination beam longitudinal joint additional strengthening of assembled |
| CN114182622A (en) * | 2021-12-28 | 2022-03-15 | 山东省交通规划设计院集团有限公司 | Steel-concrete combined continuous beam structure and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110055881A (en) * | 2019-06-05 | 2019-07-26 | 北京市市政工程设计研究总院有限公司 | A kind of novel bridge floor continuous structure and construction method suitable for simply supported girder bridge |
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| CN112942126A (en) * | 2021-03-11 | 2021-06-11 | 贵州省交通规划勘察设计研究院股份有限公司 | Method capable of reducing stress of auxiliary pier of double-tower combined beam cable-stayed bridge |
| CN114150568A (en) * | 2021-12-06 | 2022-03-08 | 广西路桥工程集团有限公司 | Light-duty combination beam longitudinal joint additional strengthening of assembled |
| CN114182622A (en) * | 2021-12-28 | 2022-03-15 | 山东省交通规划设计院集团有限公司 | Steel-concrete combined continuous beam structure and construction method |
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