CN209555772U - Fashioned iron-UHPC combined bridge deck structure suitable for cantilever position - Google Patents

Abstract

The utility model discloses a kind of fashioned iron-UHPC combined bridge deck structures 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 utility model 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

Fashioned iron-UHPC combined bridge deck structure suitable for cantilever position

Technical field

The utility model belongs to bridge member and its technical field of construction, the fashioned iron-UHPC of especially a kind of cantilever position Combined bridge deck structure.

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.

Utility model content

Technical problem to be solved in the utility model is to overcome the shortcomings of to mention in background above technology and defect, is mentioned It is simple for a kind of structure, convenient for the fashioned iron-UHPC combined bridge deck structure suitable for cantilever position of construction, bridge is greatly lowered The self weight of panel, increases the span ability of combination beam, while reducing floorings opening in the case where not configuring transverse prestress Split risk.

In order to solve the above technical problems, the utility model proposes technical solution 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, the remarkable result of the utility model are as follows:

The utility model provides a kind of fashioned iron-UHPC combined bridge deck structure suitable for cantilever position, can significantly drop Low girder 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 is split Requirement of the slit width 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 the utility model Shaped Steel-UHPC and UHPC plate are whole Body is prefabricated to be formed, and compoboard stress is directly become, and mechanical property is more excellent.

(2) main function of the light-duty combined bridge deck Shaped Steel of the utility model Shaped Steel-UHPC is to serve as UHPC plate The effect of ribbed stiffener and receiving plate lower edge tensile stress, span is smaller, is diaphragm plate (crossbeam) spacing, therefore its height is not required to It is very high, it is usually no more than 400mm.Fashioned iron longitudinal rib is set in UHPC board bottom face, has given full play to the power of steel and the material of UHPC Performance is learned, so that the utilization rate of material is higher while having bigger bending stiffness；Due to using finished product in floorings plate Fashioned iron, low cost have higher bending resistance the moment of inertia, reduce the cracking risk of floorings.With conventional orthogonal opposite sex Steel Bridge Deck It compares, 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 illustrate the embodiment of the utility model or the technical proposal in the existing technology more clearly, below will be to embodiment Or attached drawing needed to be used in the description of the prior art is briefly described, it should be apparent that, the accompanying drawings in the following description is this Some embodiments of utility model, for those of ordinary skill in the art, without creative efforts, also Other drawings may be obtained according to these drawings without any creative labor.

Fig. 1-is Nanjing Wu Qiao box beam cross-sectional view；

Fig. 2-is a kind of light-duty combined bridge deck of fashioned iron-UHPC suitable for cantilever position of the utility model embodiment The structural schematic diagram (top view) of unit；

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

For the ease of understanding the utility model, below in conjunction with Figure of description and preferred embodiment to the utility model It does and more comprehensively, meticulously describes, but the protection scope of the utility model 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 being not intended to limitation, this is practical new The protection scope of type.

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.

The preferred embodiment of above-mentioned only the utility model, does not impose any limitation on the present invention.Cause This, all contents without departing from technical solutions of the utility model do above embodiments according to the utility model technical spirit Any simple modifications, equivalents, and modifications, should all fall in technical solutions of the utility model protection in the range of.

Claims (10)

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.