CN109338866A - A kind of microlight-type combined beam structure and its construction method suitable for Large Span Bridges - Google Patents
A kind of microlight-type combined beam structure and its construction method suitable for Large Span Bridges Download PDFInfo
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- CN109338866A CN109338866A CN201811354896.8A CN201811354896A CN109338866A CN 109338866 A CN109338866 A CN 109338866A CN 201811354896 A CN201811354896 A CN 201811354896A CN 109338866 A CN109338866 A CN 109338866A
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- 238000010276 construction Methods 0.000 title claims abstract description 36
- 239000011374 ultra-high-performance concrete Substances 0.000 claims abstract description 132
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims abstract description 122
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 102
- 239000010959 steel Substances 0.000 claims abstract description 102
- 229910052742 iron Inorganic materials 0.000 claims abstract description 61
- 238000009408 flooring Methods 0.000 claims abstract description 24
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 12
- 238000003466 welding Methods 0.000 claims abstract description 6
- 239000003351 stiffener Substances 0.000 claims description 12
- 238000007789 sealing Methods 0.000 claims description 11
- 239000002390 adhesive tape Substances 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 210000001364 upper extremity Anatomy 0.000 claims description 2
- 238000010008 shearing Methods 0.000 claims 1
- 238000005336 cracking Methods 0.000 abstract description 9
- 238000005452 bending Methods 0.000 abstract description 5
- 230000008901 benefit Effects 0.000 abstract description 5
- 230000008602 contraction Effects 0.000 abstract description 4
- 206010016256 fatigue Diseases 0.000 abstract description 2
- 238000011065 in-situ storage Methods 0.000 abstract description 2
- 239000004567 concrete Substances 0.000 description 20
- 239000002131 composite material Substances 0.000 description 8
- 230000000694 effects Effects 0.000 description 7
- 239000000463 material Substances 0.000 description 7
- 238000010586 diagram Methods 0.000 description 6
- 230000002787 reinforcement Effects 0.000 description 6
- 239000010426 asphalt Substances 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 239000000835 fiber Substances 0.000 description 4
- 239000000203 mixture Substances 0.000 description 4
- 239000004744 fabric Substances 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 210000003205 muscle Anatomy 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000004826 seaming Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 210000001015 abdomen Anatomy 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 239000003292 glue Substances 0.000 description 1
- 239000004574 high-performance concrete Substances 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000007788 roughening Methods 0.000 description 1
- 230000001568 sexual effect Effects 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 230000008719 thickening Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
- 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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/268—Composite concrete-metal
Abstract
The invention discloses a kind of microlight-type combined beam structures and its construction method suitable for Large Span Bridges, are mainly composed of girder steel and bridge floor plate unit, and bridge floor plate unit 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 is formed by UHPC plate and shaped steel combination, and fashioned iron is set to UHPC board bottom portion as longitudinal rib；Vertical, horizontal seam construction is T-type seam.The present invention has low cost, and welding capacity is seldom, significantly reduces the risk of fatigue cracking, there is higher bending resistance the moment of inertia simultaneously, reduce the cracking risk of floorings, avoid being broken in high tensile stress area, it also can avoid contraction fissure occur, facilitate the vertical, horizontal rigidity of matching floorings, alleviate floorings self weight, it is not high to on-site hoisting Capability Requirement, construction risk is reduced, cast in situs amount is small, dabbing workload is small, seam crossing reinforcing bar is easy to operate without binding, and is easy to the advantages that constructing.
Description
Technical field
The invention belongs to bridge member and its technical field of construction, especially a kind of microlight-type suitable for Large Span Bridges
Combined beam 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.A large amount of engineering practices both at home and abroad show steel-concrete composite beam bridge
It is self-possessed excessive and concrete slab problem easy to crack in the prevalence of girder, long-standing problem engineering circles become restriction tradition
The major technology bottleneck that steel-concrete composite beam further develops.
There are the mechanics that the basic reason of above-mentioned problem is common concrete material itself in traditional steel-concrete composite beam
The limitation of performance, common concrete material should become smaller with cracking, tensile strength is low and the apparent mechanics of shrinkage and creep effect
Characteristic easily generates restriction tention under shrinkage and creep effect and temperature action, concrete slab is caused to deposit in operation
In cracking risk.
Ultra-high performance concrete (Ultra-High Performance Concrete, UHPC, hereinafter referred to as UHPC) has
Excellent mechanical property occurs making the developing trend of bridge construction structure in greatly across change, lightness.However, since UHPC makes
Valence is higher, and the thicker plate thickness of use cannot make full use of the economic advantages of UHPC, and in practical bridge structure, floorings are vertically and horizontally
Stress be different, generally based on a direction (generally longitudinal), and make floorings only with plate pure UHPC plate
The more than needed of a direction certainly will be will cause to spend greatly, cause waste of material, economic sexual deviation；Simultaneously because seam crossing the old and new UHPC
Steel fibre is discontinuous at interface, and tensile strength reduces, and according to traditional perpendicular seam, is then easy to because interface is thin
It is weak and seam crossing tensile stress is higher cracks, therefore, for the floorings of steel-UHPC 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 is suitable for the microlight-type combined beam structure of Large Span Bridges, and the self weight of floorings is greatly lowered, increases the leap of combination beam
Ability reduces cracking risk.
In order to solve the above technical problems, technical solution proposed by the present invention are as follows:
A kind of microlight-type combined beam structure suitable for Large Span Bridges, the structure mainly girder steel by lower part and top
Bridge floor plate unit is composed, and the bridge floor plate unit includes the seam structure on the light-duty combined bridge deck of fashioned iron-UHPC and periphery
It makes；The light-duty combined bridge deck of fashioned iron-UHPC is mainly formed by UHPC plate and shaped steel combination, fashioned iron as longitudinal rib along indulge bridge to
Arrangement, is set to UHPC board bottom portion；Vertical, horizontal seam construction is T-type seam, and the T-type seam is by UHPC plate top edge
The ladder-like notch at place and the gap of adjacent UHPC plate are constituted.
Further, the girder steel is PK beam, steel box-girder, plate girder or the steel truss girder for cancelling Orthotropic Steel Bridge Deck,
Only connecting-type need to be used for the top of diaphragm plate or crossbeam arrangement one fixed width in midfeather, median ventral plate, side web or stringer
The top flange plate of the light-duty combined bridge deck plate unit of steel-UHPC.
Further, the UHPC plate is plate or is making to thicken the plate handled, average thickness with fashioned iron junction
No more than 140mm, 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.
Further, the fashioned iron height is no more than 400mm, and horizontal spacing is 300mm~1000mm.
Further, the T-type seam step type slot open 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
Pass through lateral steel plate or the connection of UHPC lateral stiffening plate between plate.
Further, top layer reinforcing bar of the T-type seam construction along joint gap direction reserves certain length and is staggeredly arranged.
The construction method of the microlight-type combined beam structure: 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
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 microlight-type combined beam structures suitable for Large Span Bridges, are put forward for the first time girder and bridge floor
Board group closes, " double combinations " structure of floorings grouped by itself, it is therefore an objective to girder self weight be greatly lowered.The microlight-type combination beam knot
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) 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.
(4) 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.
(5) by adjusting the horizontal spacing of floorings, the size of fashioned iron and fashioned iron, can facilitate matching floorings it is vertical,
Lateral stiffness.
(6) 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 that lower part girder steel is the application example cross-sectional view of the present invention for cancelling the PK beam of Orthotropic Steel Bridge Deck；
Fig. 2-is that lower part girder steel is the application example cross section of the present invention for cancelling the steel box-girder of Orthotropic Steel Bridge Deck
Figure；
Fig. 3-is that lower part girder steel is the application example cross section of the present invention for cancelling the plate girder of Orthotropic Steel Bridge Deck
Figure；
Fig. 4-is that lower part girder steel is the application example cross section of the present invention for cancelling the steel truss girder of Orthotropic Steel Bridge Deck
Figure；
Fig. 5-is the top view of girder steel in application example of the present invention；
Fig. 6-is a kind of structural schematic diagram (cross section) of the light-duty combined bridge deck plate unit of fashioned iron-UHPC in embodiment 1；
Fig. 7-is Section A-A cross-sectional view in Fig. 6；
Fig. 8-is section B-B cross-sectional view in Fig. 6；
Fig. 9-is that UHPC plate is making the light-duty combined bridge deck list of a kind of fashioned iron-UHPC for thickening processing with fashioned iron junction
The structural schematic diagram (cross section) of member；
Figure 10-is Section A-A cross-sectional view in Fig. 9；
Figure 11-is section B-B cross-sectional view in Fig. 9；
Figure 12-is a kind of top level structure schematic diagram of the light-duty combined bridge deck plate unit longitudinal seam of fashioned iron-UHPC in Fig. 6
(top view is the D-D sectional view in Figure 14)；
Figure 13-is a kind of fabric schematic diagram of the light-duty combined bridge deck plate unit longitudinal seam of fashioned iron-UHPC in Fig. 6
(top view is the E-E sectional view in Figure 14)；
Figure 14-is C-C cross-sectional view (showing bottom layer of the reinforcing steel in UHPC plate) in Figure 12, Figure 13；
Figure 15-is a kind of top level structure schematic diagram of the light-duty combined bridge deck unit transverse seam of fashioned iron-UHPC in Fig. 6
(top view is the H-H sectional view in Figure 17)；
Figure 16-is a kind of fabric schematic diagram of the light-duty combined bridge deck unit transverse seam of fashioned iron-UHPC in Fig. 6
(top view is the I-I sectional view in Figure 17)；
Figure 17-is F-F cross-sectional view in Figure 15 and Figure 16；
Figure 18-is G-G cross-sectional view in Figure 15 and Figure 16.
Marginal data:
1.UHPC plate；2. fashioned iron；3. short peg；4. asphalt mixture surfacing；5. longitudinal T-shape seam crossing cuts away upper bottom wing on one side
The fashioned iron of listrium；6. longitudinal T-shape seam crossing UHPC plate top layer ladder；7. longitudinal T-shape seam crossing UHPC board bottom layer ladder；
Top layer transverse steel in 8.UHPC prefabricated board；9. longitudinal T-shape seam crossing top layer transverse direction stiffener；10. longitudinal T-shape seam
Locate top layer longitudinal reinforcement；11. seam crossing peg；12. midfeather (median ventral plate, side web or stringer)；13. midfeather (median ventral plate,
Side web or stringer) top flange plate；14. sealing rubber strip；15. the cast-in-place UHPC of seam crossing；16. lateral T-shape seam crossing warp
Cross the fashioned iron of groove processing；17. lateral T-shape seam crossing lateral stiffening plate；18. on lateral T-shape seam crossing shape steel web
Peg；19. lateral T-shape seam crossing UHPC plate top layer ladder；20. lateral T-shape seam crossing UHPC board bottom layer ladder；
Top layer longitudinal reinforcement in 21.UHPC prefabricated board；22. the longitudinally reinforced reinforcing bar of lateral T-shape seam crossing top layer；23. lateral T-shape connects
Top layer transverse steel at seam；24. diaphragm plate (crossbeam)；Diaphragm plate 25. (crossbeam) top flange plate；26. at longitudinal seam fashioned iron with
Lateral connection bar dowel between fashioned iron；27. at longitudinal seam between fashioned iron and fashioned iron lateral connection bar dowel weld seam；28. laterally connecing
Longitudinally connected bar dowel between fashioned iron and fashioned iron at seam；29. at transverse joint between fashioned iron and fashioned iron longitudinally connected bar dowel weld seam；
30.PK girder steel；31. steel box-girder；32. plate girder；33. steel truss girder；34. stringer；35. longitudinal T-shape seam crossing top layer is lateral
Reinforcing bar length in reserve；36. lateral T-shape seam crossing top layer longitudinal reinforcement length in reserve.
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.1~8, Figure 12~18, a kind of microlight-type combined beam structure suitable for Large Span Bridges of the present embodiment,
The microlight-type combined beam structure is mainly made of the girder steel of lower part and the light-duty combined bridge deck plate unit of the fashioned iron-UHPC on top.
The girder steel can be PK girder steel 30, steel box-girder 31, plate girder 32 or the steel truss girder of cancellation Orthotropic Steel Bridge Deck
33, it is only necessary to which in the top of midfeather (median ventral plate, side web or stringer) 12 and diaphragm plate (crossbeam) 24, arrangement one fixed width is used for
Connect top flange plate 13, the tabula of the midfeather (median ventral plate, side web or stringer) of the light-duty combined bridge deck plate unit of fashioned iron-UHPC
Plate (crossbeam) top flange plate 25.
The light-duty combined bridge deck plate unit of fashioned iron-UHPC includes the light-duty combined bridge deck of fashioned iron-UHPC and periphery
Seam construction, by UHPC plate 1, the short peg 3 of fashioned iron 2 and connection forms the light-duty combined bridge deck of fashioned iron-UHPC.
UHPC plate 1 can be for plate (such as Fig. 6~8) or in seam crossing in the light-duty combined bridge deck plate unit of fashioned iron-UHPC
Make to thicken the plate (such as Fig. 9~12) handled, average thickness (being free of seam) is no more than 140mm, the configuration of 1 domestic demand of UHPC plate
Top layer longitudinal reinforcement 21 in top layer transverse steel 8 and UHPC prefabricated board in UHPC prefabricated board, vertical, horizontal bar diameter be 10mm~
20mm, bar spacing are 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.
UHPC plate 1 is connect by short peg 3 with fashioned iron 2 in the light-duty combined bridge deck plate unit of fashioned iron-UHPC, short peg
3 diameters are 9mm~25mm, and short 3 height of peg is 25mm~80mm, and 2 top flange plate of fashioned iron is welded with short peg 3, on each fashioned iron 2
Laterally 2~4 row's pegs of general arrangement, spacing are 50mm~200mm for side, and longitudinal pitch is 100mm~300mm.
Vertical, horizontal seam construction is T-shape seam, top layer rank in the light-duty combined bridge deck plate unit of fashioned iron-UHPC
Terraced height is generally the half of UHPC plate height, and seam total height is that rubber is used in the light-duty combined bridge deck height of steel-UHPC and sealing
The sum of the height of glue adhesive tape；Top layer ladder width is wider, to avoid the high tensile stress area of hogging moment, avoids seam crossing due to the old and new
UHPC interface steel fibre discontinuously causes tensile strength low, occurs crack too early, wet seam between top layer ladder and bottom ladder
Place's interface is 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 14 on the top flange plate 13 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, in the two neighboring fashioned iron top flange of seam
Weld lateral connection bar dowel 26 between fashioned iron and fashioned iron at longitudinal seam, the short steel of lateral connection between fashioned iron and fashioned iron at longitudinal seam
26 longitudinal pitch of muscle is 100mm~1000mm, and midfeather top flange plate is welded with seam crossing peg 11, and top layer ladder reserves width and is
400~1200mm 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 processing before pouring.For being provided with the bridge of stringer 34, the top flange plate of stringer 34 can be shelved on
On, for the bridge not only without midfeather but also without stringer, 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 14 on diaphragm plate (crossbeam) top flange plate 25, which is reserved, to be formed, and is welded in the two neighboring fashioned iron top flange of seam
Longitudinally connected bar dowel 28 between fashioned iron and fashioned iron at transverse joint, longitudinally connected bar dowel 28 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 11, seam crossing type
It is connected between steel web by lateral T-shape seam crossing lateral stiffening plate 17 (can be UHPC be also steel plate), lateral T-shape connects
It is connected between lateral stiffening plate 17 and web by short peg at seam, the light-duty combined bridge deck Shaped Steel bottom wing of Shaped Steel-UHPC
Listrium and diaphragm plate (crossbeam) top flange plate 25 are without welding, and top layer ladder height is floorings ceiling height, and reserved width is
400~1200mm is flat mouth type, needs dabbing to handle before pouring；It is 200~600mm that bottom ladder, which reserves width, if laterally connect
Slit width degree is smaller, and diaphragm plate top flange plate arranges that peg is restricted, and a groove can be done from fashioned iron top flange plate to bottom wing listrium.
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 UHPC along the UHPC prefabricated board in joint gap direction
Top layer longitudinal reinforcement 21 need to reserve certain length and need to be staggeredly arranged in prefabricated board, longitudinal T-shape seam crossing top layer transverse direction steel
Muscle length in reserve 35, lateral T-shape seam crossing top layer longitudinal reinforcement length in reserve 36 should be greater than 10 times of bar diameter, and be staggered cloth
The length for setting intersection is no less than 7.5 times of bar diameter, and the steel fibre that the distance being staggeredly arranged is no less than 1.5 times most greatly enhances
Degree, need to put parallel vertical, horizontal stiffener simultaneously for bar spacing is biggish along joint gap direction.
The cast-in-place UHPC 15 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.Asphalt mixture surfacing is provided with above the ultra-high performance concrete layer.
Compared with the plate floorings of Nanjing Wu Qiao 170mmUHPC, use floorings for 80mmUHPC plate+HW200 × 200
The light-duty combined bridge deck of fashioned iron-UHPC, deck structrue layer self weight has dropped 20%, deck structrue layer cost reduces
10%, however floorings longitudinal rigidity is 2.53 times of Nanjing Wu Qiao, it is seen that it is with apparent Technical Economy.
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 17 between steel is connected with fashioned iron 2, makes the mould of UHPC bridge floor plate unit
Plate welds short peg 3 in 2 top flange plate of fashioned iron, is put into reinforcing bar bind, and reserves the reinforcing bar of certain length in outside template,
It pours UHPC maintenance and forms the light-duty combined bridge deck plate unit of fashioned iron-UHPC after the completion；Prefabricated PK girder steel 30, steel box-girder 31, steel plate
Beam 32 or steel truss girder 33 carry out the prefabricated of lower part girder steel according to conventional Composite Steel-Concrete Bridges construction method, and vertical in girder steel
Shear stud is welded on the top flange plate 13 of partition (median ventral plate, side web or stringer), diaphragm plate (crossbeam) top flange plate 25；
S2: PK girder steel 30, steel box-girder 31, plate girder 32 or steel truss girder 33 and prefabricated light-duty group of fashioned iron-UHPC are set up
It closes floorings: carrying out the scene splicing process of girder steel according to conventional Composite Steel-Concrete Bridges construction method, then hoisting prefabricated good
The light-duty combined bridge deck plate unit of fashioned iron-UHPC, be shelved on midfeather (median ventral plate, side web or stringer) and diaphragm plate
On the sealing rubber strip 14 of (crossbeam) top flange plate, for the bridge of no midfeather, stringer 34 can be added, is shelved on small vertical
On the top flange plate of beam, or directly rest on the top flange plate of side web, the welding of seam crossing fashioned iron top flange plate vertically and horizontally
Bar dowel；
S3: wet seam is poured: longitudinal T-shape seam crossing UHPC plate top layer ladder 6 and lateral T-shape seam to flat mouth type
Locate UHPC plate top layer ladder 19 and carries out dabbing processing, it is biggish to bar spacing also to need to put parallel indulge along joint gap direction
To T-shape seam crossing top layer transverse direction stiffener 9 and the longitudinally reinforced reinforcing bar 22 of lateral T-shape seam crossing top layer, finally pour super
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 4: 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 4 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 (10)
1. a kind of microlight-type combined beam structure suitable for Large Span Bridges, the structure is mainly by the girder steel of lower part and the bridge on top
Panel unit is composed, which is characterized in that the bridge floor plate unit includes the light-duty combined bridge deck of fashioned iron-UHPC and periphery
Seam construction；The light-duty combined bridge deck of fashioned iron-UHPC is mainly formed by UHPC plate and shaped steel combination, and fashioned iron is as longitudinal rib
Along bridge is indulged to arrangement, it is set to UHPC board bottom portion；Vertical, horizontal seam construction is T-type seam, and the T-type seam is by UHPC plate
The gap of the ladder-like notch of upper edge and adjacent UHPC plate is constituted.
2. microlight-type combined beam structure as described in claim 1, it is characterised in that: the girder steel is to cancel orthotropic steel bridge deck
PK girder steel, steel box-girder, plate girder or the steel truss girder of plate, it is only necessary in midfeather, median ventral plate, side web or stringer, with diaphragm plate or
The top arrangement one fixed width of crossbeam is used to connect the top flange plate of the light-duty combined bridge deck plate unit of fashioned iron-UHPC.
3. microlight-type combined beam structure as described in claim 1, it is characterised in that: the UHPC plate is plate or connects with fashioned iron
It meets place to make to thicken the plate of processing, average thickness is no more than 140mm, and the average thickness is free of seam.
4. microlight-type combined beam structure as described in claim 1, it is characterised in that: the fashioned iron be H profile steel, I-steel, channel steel,
Angle steel, T-steel, flat-bulb steel or U-shaped steel.
5. the microlight-type combined beam structure as described in claim 1 or 4, it is characterised in that: the fashioned iron height is no more than 400mm,
Horizontal spacing is 300mm~1000mm.
6. microlight-type combined beam structure as described in claim 1, it is characterised in that: the T-type seam step type slot open height is
The 30~70% of UHPC plate height.
7. microlight-type combined beam structure as claimed in claim 1 or 6, it is characterised in that: longitudinal seam is by light-duty group of fashioned iron-UHPC
Close floorings and ride over that the sealing rubber strip on midfeather, median ventral plate, side web or stringer top flange is reserved to be formed, with midfeather,
The fashioned iron of median ventral plate, side web or stringer top flange junction is substantially in Contraband shape, at this fashioned iron up and down flange plate towards outside, structure
At the boundary of seam two sides, lateral connection bar dowel is welded in the two neighboring fashioned iron top flange of seam.
8. microlight-type combined beam structure as claimed in claim 1 or 6, it is characterised in that: transverse joint is by light-duty group of fashioned iron-UHPC
It closes floorings and rides over that the sealing rubber strip on diaphragm plate or crossbeam top flange plate is reserved to be formed, in the two neighboring fashioned iron upper limb of seam
Edge welds longitudinally connected bar dowel, passes through lateral steel plate or the connection of UHPC lateral stiffening plate between seam crossing shape steel web.
9. microlight-type combined beam structure as claimed in claim 1 or 6, it is characterised in that: T-type seam construction is along joint gap direction
Top layer reinforcing bar reserve certain length and be staggeredly arranged.
10. a kind of construction method of the microlight-type combined beam structure as described in any one of claim 1~9, it is characterised in that: adopt
With 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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