CN110468707A - The included template ultra-high performance concrete composite bridge of putting more energy into of one kind - Google Patents

The included template ultra-high performance concrete composite bridge of putting more energy into of one kind Download PDF

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Publication number
CN110468707A
CN110468707A CN201910603313.9A CN201910603313A CN110468707A CN 110468707 A CN110468707 A CN 110468707A CN 201910603313 A CN201910603313 A CN 201910603313A CN 110468707 A CN110468707 A CN 110468707A
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CN
China
Prior art keywords
steel
plate
bridge
ultra
performance concrete
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CN201910603313.9A
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Chinese (zh)
Inventor
梁立农
刘安兴
孙颖
郭文华
李旭华
傅海堂
万欢
王兹刚
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Guangdong Province Communications Planning & Design Institute Co Ltd
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Guangdong Province Communications Planning & Design Institute Co Ltd
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Application filed by Guangdong Province Communications Planning & Design Institute Co Ltd filed Critical Guangdong Province Communications Planning & Design Institute Co Ltd
Priority to CN201910603313.9A priority Critical patent/CN110468707A/en
Publication of CN110468707A publication Critical patent/CN110468707A/en
Pending legal-status Critical Current

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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/12Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
    • E01D19/125Grating or flooring for bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00Material constitution of bridges
    • E01D2101/20Concrete, stone or stone-like material
    • E01D2101/24Concrete
    • E01D2101/26Concrete reinforced
    • E01D2101/268Composite concrete-metal

Abstract

The invention discloses the included template ultra-high performance concrete composite bridges of putting more energy into of one kind, including bridge floor and steel girder, bridge floor is ultra-high performance concrete floorings, including orthotropic steel sole plate and the ultra-high performance concrete panel being cast on the orthotropic steel sole plate, the orthotropic steel sole plate includes bottom frame, flat underside and side bottom plate and longitudinal stiffener, longitudinal stiffener is welded on the lower face of flat underside and side bottom plate, the upper face of the flat underside is welded with the bottom plate WELDING STUDS protruded into the ultra-high performance concrete panel, the bottom frame is mutually welded with the steel girder, the bottom frame welds the open end of the steel girder;Upper limb in the ultra-high performance concrete panel along bridge to bridge floor length direction and the bridge deck width direction of direction across bridge be equipped with upper limb steel bar stress net, the orthotropic steel sole plate forms lower edge stress steel.The composite bridge tension and compression strength are high, connection is reliable, easy for construction, durability is good and cost is lower.

Description

The included template ultra-high performance concrete composite bridge of putting more energy into of one kind
Technical field
The present invention relates to a kind of bridge construction, in particular to a kind of included template ultra-high performance concrete composite bridges of putting more energy into.
Background technique
Orthotropic Steel Bridge Deck is formed by steel top plate, longitudinal stiffener and diaphragm plate by solder design, it is to have From series of advantages such as heavy and light, the big, short construction periods of ultimate bearing capacity, and it is widely used in Longspan Bridge, but due to Steel bridge deck rigidity is smaller, with the factors such as the adhesive property of bituminous concrete and mutually coordinated deformation performance be poor, make many There are a large amount of diseases such as fatigue cracking, pave-load layer damage (track, pit slot) in in-service Orthotropic Steel Bridge Deck.
And heavier normal concrete floorings is used to replace the Orthotropic Steel Bridge Deck on girder steel, although solving just Hand over anisotropic steel bridge deck fatigue disease, but since its own tensile strength is lower, not only plate is thicker, larger, economy of being self-possessed compared with Difference, and floorings are also easy to produce crack near floorings and prestressed anchorage zone near wet seam, the staying cable anchorage zone, and Ultra-high performance concrete (UHPC) can effectively solve the problems, such as that normal concrete tensile strength is lower, with following prominent excellent Point:
(1) since UHPC tension, compression strength are high, UHPC combined bridge deck only needs normal concrete floorings half or so Thickness, dead load is light, effectively reduces substructure and foundation engineering scale, good economy performance.
(2) UHPC combined bridge deck replaces Orthotropic Steel Bridge Deck, can avoid the occurrence of cross bridge floor board completely Fatigue cracking problem, improve the durability of structure.
(3) the concrete knot that UHPC combined bridge deck is made of inorganic material such as cement, silicon ash, quartz sand, steel fibres Structure, it is preferable with the adhesive property of asphalt concrete pavement and mutually coordinated deformation performance, solve Orthotropic Steel Bridge Deck with The problem of bonding of asphalt wearing layer is easy to fail and asphalt mixture surfacing is easily damaged, and conventional pitch can be used in deck paving Concrete, good economy performance.
(4) high-tensile of UHPC solves normal concrete floorings and is easy to produce floorings because tensile strength is low The problem of crack, and due to its chloride diffusion coefficient be only common coagulation 1/100 or so, water imbibition be only common coagulation 1/14 or so, it is steam-cured after the substantially zeroed, Creep Coefficient of contraction be only 15% of normal concrete or so, therefore, UHPC group Floorings durability height, long service life are closed, late maintenance cost is low.
Summary of the invention
The purpose of the present invention is to provide the included template ultra-high performance concrete composite bridge of putting more energy into of one kind, the bridges of the composite bridge Panel tension and compression strength are high, connection is reliable, easy for construction, durability is good and cost is lower, can effectively solve existing use Fatigue cracking caused by Orthotropic Steel Bridge Deck, deck paving are damaged and normal concrete floorings are easy cracking etc. for a long time Perplex the technical problem of engineering circles, the relatively general UHPC combined bridge deck with PBL shear connector can improve bridge floor panel stiffness and increase Tabula plate spacing keeps economy more preferable, while being easier to ensure that along bridge to the isotropism with direction across bridge fiber, is suitable for various The bridge steel beam structure of type.
What the purpose of the present invention was realized by following technical solution: the included template ultra-high performance concrete group of putting more energy into of one kind Bridge is closed, the steel girder of the opening girder steel form including bridge floor and below bridge floor, it is characterised in that: the bridge floor is superelevation Energy concrete slab, including orthotropic steel sole plate and the very-high performance coagulation being cast on the orthotropic steel sole plate Native panel, the truncated rectangular pyramids steel member that the orthotropic steel sole plate is all closed for bottom opening, top surface and side, including bottom frame, Flat underside, side bottom plate and longitudinal stiffener, the longitudinal stiffener are welded on the lower face of the flat underside and side bottom plate, use The bottom protruded into the ultra-high performance concrete panel is welded in raising template and bridge floor rigidity, the upper face of the flat underside Plate WELDING STUDS, the bottom frame are mutually welded with the steel girder, and the bottom frame welds the open end of the steel girder, so that steel master Beam forms closed girder steel;Upper limb in the ultra-high performance concrete panel along bridge to bridge floor length direction and direction across bridge Bridge deck width direction be equipped with upper limb steel bar stress net, the orthotropic steel sole plate forms lower edge stress steel, under described Edge stress steel bed die as the bridge floor simultaneously.
The floorings of composite bridge of the present invention using tension, compression strength is high, chloride diffusion coefficient is low, water imbibition is low, steams The ultra-high performance concrete UHPC for being punctured into zero and creep small after supporting, can effectively avoid only with Orthotropic Steel Bridge Deck and Caused fatigue cracking, deck paving breakage and normal concrete floorings are easy the problem of the long-standing problems engineering circles such as cracking.
Moreover, the present invention is made of the lower edge stress steel and shearing steel of UHPC floorings steel sole plate and its underpart ribbed stiffener Material, and the bed die of UHPC floorings is also served as, it can largely reduce form work engineering amount, exempt template loading and unloading, easily realization factory Segment rapid construction, while by steel sole plate top be arranged WELDING STUDS, connect into steel sole plate effectively with UHPC floorings One stress entirety.Floorings use UHPC, can effectively solve easy cracking, deck paving breakage present in the prior art etc. Problem can also significantly reduce form work engineering amount, exempt template loading and unloading, improve construction efficiency.
In the present invention, the steel girder is PK composite beam of steel box, silent composite beam of steel box, side composite beam of steel box, I-steel Any one of combination beam, steel truss combination beam;The longitudinal stiffener is rib of slab, the rib of falling T, L rib, flat-bulb steel rib, silent U rib Any one of.
In the present invention, the bottom plate WELDING STUDS is in rectangular or quincunx distribution.
In the present invention, the steel girder has top flange, including vertical web top flange and diaphragm plate top flange, indulges web Top flange is located on the vertical web of steel girder, and diaphragm plate top flange is located on the diaphragm plate of steel girder, the vertical web and tabula Plate constitutes panel grider in a crisscross manner, and the vertical web top flange and diaphragm plate top flange are integrally welded with the bottom frame.
In the present invention, edge of a wing WELDING STUDS, the adjacent edge of a wing are equipped on the top flange of the vertical web top flange and diaphragm plate Spacing between WELDING STUDS is 100~300 millimeters, and the edge of a wing WELDING STUDS protrudes into the ultra-high performance concrete panel, institute It states and forms bridge floor between the side bottom plate of vertical web top flange and diaphragm plate top flange and adjacent two pieces of orthotropic steel sole plates Haunch area is equipped with closed stirrups in the haunch area, and is transversely equipped with haunch area reinforcing bar with longitudinal in haunch Qu Zhongzeng, closes Close haunch area reinforcing bar described in stirrup cuff.
In the present invention, the longitudinal stiffener along bridge to the setting of bridge floor length direction, and along the bridge floor of direction across bridge Width direction spacing parallel arranging arrangement, when the longitudinal stiffener passes through the haunch area, along the side bottom plate and longitudinal stiffener Infall be equipped with through longitudinal stiffener mounting hole (221), the longitudinal stiffener pass through side bottom plate enter the haunch It is welded behind 100 millimeters of area with the diaphragm plate top flange.
In the present invention, the bridge floor includes precast section and Cast-in-Situ Segment, and two adjacent precast sections are connected by Cast-in-Situ Segment, each Precast section includes multiple orthotropic steel sole plates, longitudinal stiffener corresponding to adjacent orthotropic steel sole plate lower section It by the embedding benefit section welding of PBL shear connector behind the haunch area, and is mutually welded with the diaphragm plate top flange, adjacent two is pre- It is the embedding benefit section of longitudinal stiffener between the corresponding longitudinal stiffener of section processed, the embedding benefit section of the longitudinal stiffener and adjacent two prefabricated The longitudinal stiffener of section mutually welds;Along suitable bridge to Cast-in-Situ Segment is reserved between adjacent two precast section, to all girder steel knots of cantilever section Cast-in-Situ Segment is formed after structure completes connection, then after being poured ultra-high performance concrete.
In the present invention, PBL (Perfobond Strip Connector) shear connector are as follows: open pore steel plate connector.Vertical web It can also be referred to as longitudinal rib;Diaphragm plate can also be referred to as cross rib.
In the present invention, the precast section also lays encryption reinforcing bar in construction joint side.
In the present invention, the orthotropic steel sole plate is formed by one flat plate and four pieces of plate-side plate weldings, or by one block of plate Body is suppressed, or is integrally formed by one piece of plate body hot rolling.
In the present invention, the bridge floor span centre is with a thickness of 120~180 millimeters, and bridge floor is in the top flange of vertical web and diaphragm plate At fulcrum with a thickness of 180~300 millimeters, the spacing between adjacent diaphragm plate is 2500~5000 millimeters.
Compared with prior art, the present invention has following significant effect:
(1) floorings of composite bridge of the present invention using tension, compression strength is high, chloride diffusion coefficient is low, water imbibition is low, Being punctured into zero and creeping small ultra-high performance concrete (UHPC) after steam-cured, significantly improves UHPC floorings local stiffness, Solves the fatigue cracking disease using long-standing problem engineering circles caused by Orthotropic Steel Bridge Deck;UHPC and bituminous concrete Adhesive property and mutually coordinated deformation performance it is preferable, reduce the bonding of existing Orthotropic Steel Bridge Deck and asphalt wearing layer It is easy the risk to fail and asphalt mixture surfacing is easily damaged, so that conventional pitch concrete can be used in deck paving.
(2) present invention is using high tensile, the ultra-high performance concrete UHPC combined bridge deck of compression strength, bridge floor plate thickness The half or so for only needing normal concrete floorings, from heavy and light, substructure and basic small scale;Meanwhile the height of UHPC Tensile strength solves the problems, such as that normal concrete floorings are also easy to produce bridge floor plank split because tensile strength is low, and its chlorine from Sub- diffusion coefficient is low, water imbibition is low, it is steam-cured after be punctured into zero and creep that small, durability is high, long service life, later maintenance expense With low, good economy performance.
(3) present invention is generally 120~180 millimeters using combined bridge deck span centre plate thickness, if matched according to stress needs Two layers of steel mesh, then be constructively difficult to realize, therefore simultaneously by floorings lower layer's positive moment reinforcement dislocation bottom surface difficult to arrange It is replaced with equal plate of dimension containing muscle, steel sole plate, but also can putting more energy by longitudinal stiffener to not only can be used as the lower edge reinforcing bar of stress And also serve as prefabricated subsection and splice the steel form that wet seam crossing pours UHPC, it can largely reduce form work engineering amount, exempt template The segment rapid construction of factory is easily realized in loading and unloading;By the setting of WELDING STUDS, connect steel plate effectively with UHPC floorings It is connected into a stress entirety.
(4) present invention improves steel girder segment by putting more energy into steel sole plate and open steel box beam and forms closure steel shell structure Rigidity, be conducive to the precision controlling of UHPC bridge floor board size and floorings horizontal slope, be conducive to construct splicing seams intensity reinforcement Control, and be conducive to control the deformation in construction hoisting, it is also beneficial to the matching precision control of splicing seams.
(5) steel girder of the invention can be PK composite beam of steel box, silent composite beam of steel box, side composite beam of steel box, I-shaped Steel combination beam and steel truss combination beam etc., it is in extensive range.
Detailed description of the invention
The following further describes the present invention in detail with reference to the accompanying drawings and specific embodiments.
Fig. 1 is elevation of the invention;
Fig. 2 is the top view of orthotropic steel sole plate of the present invention;
Fig. 3 is the sectional side view of orthotropic steel sole plate of the present invention;
Fig. 4 is the schematic diagram of longitudinal stiffener of the present invention, shear connector and floorings reinforcing bar;
Fig. 5 is one of the schematic diagram of Cast-in-Situ Segment of the present invention;
Fig. 6 is the two of the schematic diagram of Cast-in-Situ Segment of the present invention;
Fig. 7 is one of prestressed strand optimal crosssection schematic diagram of the present invention;
Fig. 8 is the two of prestressed strand optimal crosssection schematic diagram of the present invention.
Description of symbols:
100, steel girder, 110, vertical web, 111, vertical web top flange, 120, diaphragm plate, 121, diaphragm plate top flange, 130, edge of a wing WELDING STUDS, 200, orthotropic steel sole plate, 201, bottom frame, 210, flat underside, 220, side bottom plate, 221, mounting hole, 230, bottom plate WELDING STUDS, 300, longitudinal stiffener, 310, the embedding benefit section of longitudinal stiffener, 320, the embedding benefit section of PBL shear connector, 330, circle Hole, 400, ultra-high performance concrete panel, 410, precast section, 420, Cast-in-Situ Segment, 500, floorings steel mesh, 510, upper limb transverse direction Reinforcing bar, 520, upper limb longitudinal reinforcement, 530, haunch area reinforcing bar, 540, closure reinforcing bar, 600, prestressed strand, 700, haunch area.
Specific embodiment
A kind of included template ultra-high performance concrete composite bridge of putting more energy into of the invention is as shown in Figures 1 to 8, including bridge floor and position The steel girder 100 of opening girder steel form below bridge floor, bridge floor are ultra-high performance concrete floorings, including orthotropic steel Bottom plate 200 and the ultra-high performance concrete panel 400 being cast on orthotropic steel sole plate 200.
Orthotropic steel sole plate 200 is the truncated rectangular pyramids thin-walled steel member that flat bottom opening, top surface and side are all closed, The thickness for forming each plate of orthotropic steel sole plate 200 is 8 millimeters, can also choose 6 millimeters~10 millimeters, be by one flat plate It forms with four pieces of plate-side plate weldings, perhaps suppressed by one piece of plate body or is integrally formed by one piece of plate body hot rolling.
The orthotropic steel sole plate 200 includes bottom frame 201, flat underside 210, side bottom plate 220 and longitudinal stiffener 300, is indulged The lower face of flat underside 210 and side bottom plate 220 is welded on to ribbed stiffener 300, for improving template and bridge floor rigidity, flat underside 210 upper face is welded with the bottom plate WELDING STUDS 230 protruded into ultra-high performance concrete panel 400, and 230 diameter of WELDING STUDS is 16 Millimeter value, bottom plate WELDING STUDS 230 can also divide on orthotropic steel sole plate 200 in matrix within the scope of 10~22 millimeters Cloth, or be in quincuncial arrangement, the spacing of adjacent bottom plates WELDING STUDS 230 is 200 millimeters, can also be within the scope of 150~300 millimeters Value;External prestressing steel beam 600 is provided between plate longitudinal stiffener 300, bottom frame 201 is welded with 100 phase of steel girder, bottom Frame 201 welds the open end of steel girder 100, so that steel girder 100 forms closed girder steel.
Upper limb in ultra-high performance concrete panel 400 along bridge to bridge floor length direction to be equipped with diameter be 12~Φ of Φ The upper limb transverse steel 510 of 20mm is equipped with the upper limb longitudinal direction that diameter is 20~Φ of Φ 25mm along the bridge deck width direction of direction across bridge Reinforcing bar 520, the binding of upper limb longitudinal reinforcement 520 or point are welded in composition floorings steel mesh 500, the bridge on upper limb transverse steel 510 Under the longitudinal stiffener 300 of the as upper limb steel bar stress net of slab reinforcement net 500, orthotropic steel sole plate 200 and lower part forms Edge stress steel, lower edge stress steel are used as the bed die of bridge floor simultaneously, carry top ultra-high performance concrete panel 400.
In the present embodiment, steel girder 100 can be PK composite beam of steel box, silent composite beam of steel box, side composite beam of steel box, work Any one of word steel combination beam, steel truss combination beam;Longitudinal stiffener 300 can for rib of slab, the rib of falling T, L rib, flat-bulb steel rib, Any one of silent U rib.
In the present embodiment, steel girder 100 has top flange, including vertical web top flange 111 and diaphragm plate top flange 121, Vertical web top flange 111 is located on the vertical web 110 of steel girder 100, and diaphragm plate top flange 121 is located at the tabula of steel girder 100 On plate 120, indulges web 110 and diaphragm plate 120 constitutes panel grider in a crisscross manner, indulge web top flange 111 and diaphragm plate top flange 121 is integrally welded with bottom frame 201.
In the present embodiment, edge of a wing WELDING STUDS 130, phase are equipped on the top flange 121 of vertical web top flange 111 and diaphragm plate Spacing between adjacent edge of a wing WELDING STUDS 130 is 100~300 millimeters, and preferably 150 millimeters, edge of a wing WELDING STUDS 130 protrudes into very-high performance In concrete slab 400, web top flange 111 and diaphragm plate top flange 121 and adjacent two pieces of orthotropic steel sole plates 200 are indulged Side bottom plate 220 between form the haunch area 700 of bridge floor, closed stirrups 540 are equipped in haunch area, and in haunch area increasing along cross Haunch area reinforcing bar 530, closed stirrups cuff haunch area reinforcing bar 530 are equipped with to longitudinal.
In the present embodiment, 300 high 100 millimeters of the longitudinal stiffener, 10 milli of thickness that are arranged below orthotropic steel sole plate 200 Rice, height can also within the scope of 80~180 millimeters value, thickness can also within the scope of 6~16 millimeters value, longitudinally put more energy into Rib 300 is arranged along bridge to setting and along direction across bridge spacing parallel arranging, one of longitudinal stiffener of every 400 millimeters~600 millimeters welding 300, longitudinal stiffener 300 along bridge to the setting of bridge floor length direction, and simultaneously along the bridge deck width direction interval of direction across bridge Column arrangement when longitudinal stiffener 300 passes through haunch area 700, is equipped with along the infall of side bottom plate 220 and longitudinal stiffener 300 and passes through The mounting hole 221 of longitudinal stiffener 300 is worn, after longitudinal stiffener 300 passes through about 100 millimeters of haunch area 700 of the entrance of side bottom plate 220 It is welded with diaphragm plate top flange 121.
In the present embodiment, bridge floor includes precast section 410 and Cast-in-Situ Segment 420, and two adjacent precast sections 410 pass through Cast-in-Situ Segment 420 are connected, and each precast section 410 includes multiple orthotropic steel sole plates 200, adjacent 200 lower section institute of orthotropic steel sole plate Corresponding longitudinal stiffener 300 passes through behind haunch area 700 through embedding benefits section 320 welding of PBL shear connector, and with diaphragm plate top flange 121 phases are welded, and are the embedding benefit section 310 of longitudinal stiffener between the corresponding longitudinal stiffener 300 of adjacent two precast section 410, longitudinal Embedding 300 phase of the longitudinal stiffener welding for mending section 310 and adjacent two precast section 410 of ribbed stiffener.Precast section 410 also has encryption steel Muscle.Along along bridge, to being reserved with Cast-in-Situ Segment, and the corresponding longitudinal direction of adjacent two precast section 410 is put more energy between adjacent two precast section 410 It is the embedding benefit section 310 of longitudinal stiffener between rib, the embedding benefit section 310 of the longitudinal stiffener and the longitudinal direction of adjacent two precast section 410 are put more energy into Rib 300 is integrally welded, after all steel beam structures of cantilever section complete connection, then be poured after ultra-high performance concrete formed it is cast-in-place Section 420.
In the present embodiment, bridge floor span centre is with a thickness of 120~180 millimeters, and preferably 150 millimeters, bridge floor is in vertical web 110 and cross At the top flange fulcrum of partition 120 with a thickness of 180~300 millimeters, preferably 250 millimeters, the spacing between adjacent diaphragm plate 120 It is 2500~5000 millimeters, preferably 3500 millimeters.Bridge floor thickness is according to the spacing and prestressing force for indulging web 110 and diaphragm plate 120 The deployment scenarios of steel beam 600 and difference.
Work progress of the invention is:
(1) UHPC combined bridge deck board bottom is placed in using the prismatic table shape thin-walled steel member of 6 millimeters~10 millimeters thicks, orthogonal different Property steel sole plate 200 the lower section of bottom frame 201 along one of longitudinal stiffener 300 of every 400 millimeters~600 millimeters of direction across bridge welding, longitudinally 300 high 80 millimeters~180 millimeters of ribbed stiffener, 6 millimeters~16 millimeters of thickness, when longitudinal stiffener 300 passes through diaphragm plate haunch area 700 The circular hole 330 that diameter is 45 millimeters~60 millimeters is opened every 100 millimeters or so, it is adding for Φ 12mm that diameter is worn in circular hole 330 Axillary region reinforcing bar 530, the diameter being arranged in the top of ultra-high performance concrete panel 400 along direction across bridge are the upper of 12~Φ of Φ 20mm The upper limb longitudinal reinforcement 520 that edge transverse steel 510, another stress principal direction binding or spot welding diameter are 20~Φ of Φ 25mm is constituted Floorings upper limb steel bar stress net is made of the lower edge stress steel and shearing steel of UHPC floorings orthotropic steel sole plate 200 Material, and the bed die of putting more energy into of UHPC floorings is also served as, the steel sole plate and opening steel girder segment constitute the Thin Walled Steel Box Beam knot of back cover Structure, the UHPC combined bridge deck at each independent lifting segment both ends along bridge to reserved 300 millimeters~500 millimeters UHPC Cast-in-Situ Segments 420, reserve 200 millimeters~400 millimeters embedding benefit sections 310 of longitudinal stiffener, bottom frame 201 and vertical web top flange 111 and diaphragm plate Top flange 121 is welded, in 220 structure of vertical web top flange 111 and diaphragm plate top flange 121 and side bottom plate by having welded WELDING STUDS At haunch area 700 be arranged 12~Φ of Φ 16mm closed stirrups 540, be poured ultra-high performance concrete UHPC after form precast section 410。
(2) after precast section has poured UHPC, carry out 48 hours, 90 DEG C of heat preservations it is steam-cured to eliminate later period contraction strain, and subtract Few time deformation.
(3) Prefabricated composite plate can also be made into the land regions of steel sole plate as needed, steam by the requirement of above-mentioned (2) step The top flange of steel sole plate and vertical web and diaphragm plate is welded after supporting, then welds the embedding benefit section of PBL shear connector and wet seam crossing encryption steel Muscle is conserved by the requirement of above-mentioned (2) step after casting concrete.
(4) precast section, which is transported under bridge, lifts by crane cantilever or the spelling on bracket, and in segment, splicing seams component completes welding or bolt Postwelding after pouring ultra-high performance concrete UHPC, carry out 48 hours, 90 DEG C of heat preservations are steam-cured (can also be determined according to calculated result It is fixed not use steam curing), wet seam can also at the vertical web top flange 111 and diaphragm plate top flange 121 in above-mentioned (3) step Same processing is done by this step.
The above embodiment of the present invention is not limiting the scope of the present invention, and embodiments of the present invention are not limited to This, all this kind above content according to the present invention is not departing from this according to the ordinary technical knowledge and customary means of this field Modification, replacement or change under the premise of inventing above-mentioned basic fundamental thought, to other diversified forms that above structure of the present invention is made More, it should all fall within the scope and spirit of the invention.

Claims (10)

1. the included template ultra-high performance concrete composite bridge of putting more energy into of one kind, the opening girder steel shape including bridge floor and below bridge floor The steel girder (100) of formula, it is characterised in that: the bridge floor is ultra-high performance concrete floorings, including orthotropic steel sole plate (200) and the ultra-high performance concrete panel (400) that is cast on the orthotropic steel sole plate (200), described orthogonal different Property steel sole plate (200) be the truncated rectangular pyramids steel member that is all closed of bottom opening, top surface and side, including bottom frame (201), flat underside (210), side bottom plate (220) and longitudinal stiffener (300), the longitudinal stiffener (300) are welded on the flat underside (210) With the lower face of side bottom plate (220), for improving template and bridge floor rigidity, the upper face of the flat underside (210), which is welded with, to be stretched Enter the bottom plate WELDING STUDS (230) in the ultra-high performance concrete panel (400), the bottom frame (201) and the steel girder (100) it mutually welds, the bottom frame (201) welds the open end of the steel girder (100), so that steel girder (100) forms closing Girder steel;Upper limb in the ultra-high performance concrete panel (400) along bridge to bridge floor length direction and direction across bridge bridge Face width direction is equipped with upper limb steel bar stress net, and the orthotropic steel sole plate (200) forms lower edge stress steel, described Lower edge stress steel bed die as the bridge floor simultaneously.
2. included template ultra-high performance concrete composite bridge of putting more energy into according to claim 1, it is characterised in that: the steel master Beam (100) is PK composite beam of steel box, in silent composite beam of steel box, side composite beam of steel box, I steel composite beam, steel truss combination beam It is any;The longitudinal stiffener (300) is any one of rib of slab, the rib of falling T, L rib, flat-bulb steel rib, silent U rib.
3. included template ultra-high performance concrete composite bridge of putting more energy into according to claim 1, it is characterised in that: the bottom plate WELDING STUDS (230) is in rectangular or quincunx distribution.
4. included template ultra-high performance concrete composite bridge of putting more energy into according to any one of claims 1 to 3, feature exist In: the steel girder (100) has top flange, including vertical web top flange (111) and diaphragm plate top flange (121), indulges abdomen Plate top flange (111) is located on the vertical web (110) of steel girder (100), and diaphragm plate top flange (121) are located at steel girder (100) Diaphragm plate (120) on, the vertical web (110) and diaphragm plate (120) constitute panel grider, the vertical web upper limb in a crisscross manner Edge (111) and diaphragm plate top flange (121) are integrally welded with the bottom frame (201).
5. included template ultra-high performance concrete composite bridge of putting more energy into according to claim 4, it is characterised in that: the vertical abdomen It is equipped with edge of a wing WELDING STUDS (130) on plate top flange (111) and the top flange (121) of diaphragm plate, adjacent edge of a wing WELDING STUDS (130) Between spacing be 150~300 millimeters, the edge of a wing WELDING STUDS (130) protrudes into the ultra-high performance concrete panel (400) It is interior, the vertical web top flange (111) and diaphragm plate top flange (121) and adjacent two pieces of orthotropic steel sole plates (200) The haunch area (700) of bridge floor is formed between side bottom plate (220), is equipped with closed stirrups (540) in the haunch area, and in haunch area Middle increasing is transversely equipped with haunch area reinforcing bar (530) with longitudinal, haunch area reinforcing bar (530) described in closed stirrups cuff.
6. included template ultra-high performance concrete composite bridge of putting more energy into according to claim 5, it is characterised in that: the longitudinal direction Ribbed stiffener (300) along bridge to bridge floor length direction setting, and along the bridge deck width direction spacing parallel arranging of direction across bridge arrange, When the longitudinal stiffener (300) passes through haunch area (700), along the side bottom plate (220) and longitudinal stiffener (300) Infall is equipped with the mounting hole (221) through longitudinal stiffener (300), and the longitudinal stiffener (300) passes through side bottom plate (220) It is welded after into (700) 100 millimeters of the haunch area with the diaphragm plate top flange (121).
7. included template ultra-high performance concrete composite bridge of putting more energy into according to claim 6, it is characterised in that: the bridge floor Including precast section (410) and Cast-in-Situ Segment (420), adjacent two precast sections (410) are connected by Cast-in-Situ Segment (420), each prefabricated Section (410) includes multiple orthotropic steel sole plates (200), corresponding to adjacent orthotropic steel sole plate (200) lower section Longitudinal stiffener (300) pass through the haunch area (700) and welded afterwards by embedding the benefits section (320) of PBL shear connector, and with it is described Diaphragm plate top flange (121) is mutually welded, be between the corresponding longitudinal stiffener (300) of adjacent two precast section (410) it is longitudinal plus The embedding benefit section (310) of strength rib, the embedding longitudinal stiffener (300) for mending section (310) and adjacent two precast section (410) of the longitudinal stiffener Mutually weld;Between adjacent two precast section (410) along bridge to being reserved with Cast-in-Situ Segment (420), it is complete to all steel beam structures of cantilever section Cast-in-Situ Segment (420) are formed after connection, then after being poured ultra-high performance concrete.
8. included template ultra-high performance concrete composite bridge of putting more energy into according to claim 7, it is characterised in that: described prefabricated Section (410) is additionally provided with encryption reinforcing bar.
9. included template ultra-high performance concrete composite bridge of putting more energy into according to claim 7, it is characterised in that: described orthogonal Anisotropic steel sole plate (200) is formed by one flat plate and four pieces of plate-side plate weldings, is perhaps suppressed by one piece of plate body or by one piece Plate body hot rolling is integrally formed.
10. included template ultra-high performance concrete composite bridge of putting more energy into according to claim 7, it is characterised in that: the bridge Face span centre with a thickness of 120~180 millimeters, bridge floor at the top flange fulcrum of vertical web (110) and diaphragm plate (120) with a thickness of 180~300 millimeters, the spacing between adjacent diaphragm plate (120) is 2500~5000 millimeters.
CN201910603313.9A 2019-07-05 2019-07-05 The included template ultra-high performance concrete composite bridge of putting more energy into of one kind Pending CN110468707A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111794072A (en) * 2020-07-10 2020-10-20 无锡市亨利富建设发展有限公司 Steel and concrete combined beam

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111794072A (en) * 2020-07-10 2020-10-20 无锡市亨利富建设发展有限公司 Steel and concrete combined beam
CN111794072B (en) * 2020-07-10 2021-07-02 无锡市亨利富建设发展有限公司 Steel and concrete combined beam

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