CN107794833A - Overlap the edge-beam and its assembling method of girder segment - Google Patents
Overlap the edge-beam and its assembling method of girder segment Download PDFInfo
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- CN107794833A CN107794833A CN201711251594.3A CN201711251594A CN107794833A CN 107794833 A CN107794833 A CN 107794833A CN 201711251594 A CN201711251594 A CN 201711251594A CN 107794833 A CN107794833 A CN 107794833A
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Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/02—Bridges characterised by the cross-section of their bearing spanning structure of the I-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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
-
- 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
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
-
- 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
-
- 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
- E01D2101/30—Metal
Abstract
A kind of edge-beam for overlapping girder segment, including the web with medial surface and lateral surface, with the lower edge bottom plate connected vertically of the web, with the top edge vertical connection of the web and the panel extended to the lateral surface, with the top half vertical connection of the web and the top plate extended to the medial surface, be arranged on crossbeam connecting assembly on the web medial surface and below the top plate, and maintain the component of putting more energy into of the web, bottom plate, panel and steady of roof.The multigroup reinforcement structure intensity of edge-beam setting of the present invention puts more energy into the bridge section of component and connection with different mechanical properties to realize a smooth transition.Assembling method of the invention and the setted structure of edge-beam, by the assembled order of reasonable arrangement, the assembly of edge-beam is more accurately, easily.The assembling method sequence arrangement of the present invention is reasonable, can because transport, lift and it is mobile need more than arranged rational assembled, strong adaptability.
Description
Technical field
The invention mainly relates to bridge construction field, more particularly to a kind of cable-stayed bridge, more particularly to a kind of composite beam section
The edge-beam of section.
Background technology
China enters the period of Construction Project rapid development at present, and the infrastructure project of different scales is deployed,
Wherein there are many construction projects to be related to bridge construction., will be preferential across the bridge in great river and river in existing engineering design
From drag-line bridge, especially cable-stayed bridge.Cable-stayed bridge is a kind of bridge being directly pulled in girder with many drag-lines on bridge tower, is
By the tower of pressure-bearing, tension rope and hold a kind of structural system that curved beam body combines, be considered as drag-line instead of buttress
Multispan elastic support continuous beam.It can reduce moment of flexure in beam body, reduce building height, alleviate construction weight, save
Material.Cable-stayed bridge is mainly made up of Sarasota, girder, suspension cable.Cable-stayed bridge is as a kind of guy system, than the leap of beam bridge
Ability is bigger, is the main bridge type of Longspan Bridge.Across big cable-stayed bridge relative to other bridge types on material usage,
The concrete amount of every square metre of bridge floor, pier concrete amount, rolled steel dosage are minimum.More than cable-stayed bridge has in engineering
Advantage, therefore extensive use is able in bridge construction.Therefore, improvement is carried out for cable-stayed bridge to have great importance.
During bridge construction, the security of bridge is engineer's concern the most, and all architectural engineerings all should
Should be to ensure security as top priority.At present, for bridge more using improvement material, lift bridge beam strength is to improve bridge
Safety beam, but improve construction costs and the foster expense of follow-up dimension.Although relatively inexpensive conjunction in cable-stayed bridge construction costs
Reason, but only pay attention to be lifted the quality of material, material can not be effectively utilized, by the maximization of utility of material and rationalization, this
It is greatly to waste.Edge-beam is more important and complicated load-carrying members in cable-stayed bridge, and the difficulty of improvement is larger, at present pin
The scheme that opposite side main beam structure is improved is considerably less.
In engineering, the arrangement and method for construction of composite beam is usually taken, the composite beam refers to use superposed type component, can be with
The weight for mitigating mounting structure is more convenient for lifting.And composite beam generally use disturbing concrete twice.Due to being poured after having
The presence of concrete, the globality of its structure are also relatively preferable.Using composite beam arrangement and method for construction when, generally according to different
Stress support is divided into：One stage stress composite beam and the class of wo-stage loading composite beam two.One stage stress composite beam refers to construct
Stage has secure support in precast beam, can guarantee that the load of construction stage effect and does not make prefabricated beam stress and be all transmitted to
Support；Wo-stage loading composite beam then refers to that the construction stage does not set support under the precast beam of freely-supported, and the construction stage acts on complete
Portion's load is undertaken by precast beam completely.Either any composite beam, main force structure --- the edge-beam as composite beam
It is required for that there is suitable intensity, otherwise during construction, the edge-beam is easy to damage.Therefore it is directed to side
Edge-beam corresponds to the improvement of assembling method and seems particularly necessary after the improvement and improvement of girder concrete structure.
The content of the invention
The present invention provide it is a kind of overlap girder segment edge-beam, including the web with medial surface and lateral surface, with it is described
The top edge vertical connection of the lower edge bottom plate connected vertically of web and the web and the face extended to the lateral surface
Plate, the top plate with the top half vertical connection of the web and to medial surface extension, it is arranged on the web medial surface
The upper and crossbeam connecting assembly below the top plate, and maintain the web, bottom plate, panel and steady of roof
Put more energy into component.
Preferably, the junction of the web and bottom plate is located on the axis of symmetry of the bottom plate.
Preferably, the top plate is connected close to the position of the web top edge, interlocks with panel height.
Preferably, the component of putting more energy into includes the first vertical stiffener for being arranged on panel and the web junction.
It is highly preferred that first vertical stiffener with presetting the gusset array of spacing arrangement by being formed.
It is highly preferred that the component of putting more energy into be additionally included in below first vertical stiffener with vertical bridge to direction across
First transverse stiffener of the web, first transverse stiffener with at least partly first vertical stiffener
Edge connects.
Further, the component of putting more energy into also is included close to the bottom plate and parallel with first transverse stiffener
The second transverse stiffener；Second transverse stiffener passes through the second vertical stiffener and first transverse stiffener, abdomen
Plate connects；Second transverse stiffener is connected by the 3rd vertical stiffener with the bottom plate, web.
Further, the lower edge of second vertical stiffener from least partly described first vertical stiffener prolongs
Stretch out；The lower edge of 3rd vertical stiffener from second vertical stiffener extends.
Further, the connecting assembly includes cantilever diaphragm fishplate bar and connection orthogonal with the cantilever diaphragm fishplate bar
Crossbeam bottom plate fishplate bar；The cantilever diaphragm fishplate bar extends to the bottom plate from the top plate, and is fixedly connected on the abdomen
On the medial surface of plate.
It is further preferred that the lower end of the cantilever diaphragm fishplate bar offers manhole.
It is further preferred that the cantilever diaphragm fishplate bar is fixedly connected on the web, to be correspondingly provided with described second perpendicular
To the position of the vertical stiffener of stiffener/the 3rd.
It is further preferred that the crossbeam bottom plate fishplate bar is fixedly connected on the web and is correspondingly provided with described second
The position of transverse stiffener.
Preferably, the top edge fore-end of the web is also associated with anchored framework, and the anchored framework is included from institute
State anchor tie plate that web extends, be fixed on the cable spiral of the anchor tie plate end, be fixed on the anchor tie plate end and
Be arranged the anchor end plate of the cable spiral, be arranged on the anchor plate of another end of the cable spiral, and with the anchor tie plate
The anchor of orthogonal connection draws stiffener.
It is highly preferred that the bearing of trend of the anchor tie plate points to Sarasota to be connected from the front end of the edge-beam.
It is highly preferred that the position of the edge-beam rear end 1/4~1/2 is provided with the mistake for connecting the panel, web and bottom plate
Cross web.
Further, in the range of the edge-beam is from its rear end to the transition web, the panel by with the top
The concordant secondary top plate of plate is replaced, and is provided with nail in the top plate, secondary top plate, bottom plate and the one side of transition web surface rear end
Array, for being connected with concrete structure.
Further, web, top plate, secondary top plate and transition web provided with the nail array are additionally provided with hole array, with
For being connected with concrete structure.
Further, it is described put more energy into component also include make the transition web respectively with the bottom plate, web and top plate
Reinforce the transition ribbed stiffener group of connection.
Preferably, the centre position of the edge-beam is set to separated place and removable connection is carried out by bolt.
Present invention also offers a kind of assembling method for the edge-beam for overlapping girder segment, for assembling the composite beam section
The edge-beam of section, the assembling method comprise the following steps：
(1) the difference prefabricated web, bottom plate, panel, top plate and crossbeam connecting assembly；
(2) bottom plate is vertically connected on to the lower edge of the web, the top plate is vertically connected on close to described
The position of web top edge, to form the agent structure of the edge-beam；
(3) component of being put more energy into described in part is added in the assembled agent structure is completed；
(4) panel is connected to the top edge of the web, and the remaining component of putting more energy into is added；
(5) the crossbeam connecting assembly is connected to the medial surface of the web, to complete the assembly of edge-beam.
Preferably, also include before the step (3) it is prefabricated it is described put more energy into component the step of, it is prefabricated to belong to the component of putting more energy into
The first transverse stiffener and the second transverse stiffener when, the length of first transverse stiffener and/or the second transverse stiffener
Leave amount of contraction of putting more energy into, amount of contraction and the first transverse stiffener or the length ratio of the second transverse stiffener of putting more energy into degree direction
It is worth for 0.8~1.7mm:1000mm.
It is highly preferred that in the length direction of first transverse stiffener or the second transverse stiffener towards the side master
It is 1.5~1.7 times of the other end that amount of contraction of putting more energy into is left in the side of beam front end.
It is it is highly preferred that also reserved in first transverse stiffener and the second transverse stiffener and the web junction
There is groove.
Preferably, in step (1), in the prefabricated panel, the length direction of the panel leaves panel amount of contraction,
The panel amount of contraction and panel length ratio are 0.8~1.7mm:1000mm.
Preferably, in step (1), in the prefabricated panel, the panel is before assembly in also being left on width
Milling side surplus, milling side surplus are 5mm~10mm, panel milling side after assembly terminates；And/or the panel and institute
State the connection method held out against between web using polishing.
It is highly preferred that the panel with the web assembly before, pre-connection has belong to component of putting more energy into first vertical
Stiffener.
Preferably, in step (5), the cantilever diaphragm fishplate bar and crossbeam bottom plate fishplate bar of the crossbeam connecting assembly are belonged to
Pre-assembly is molded, then the crossbeam connecting assembly is connected to the medial surface of the web.
It is highly preferred that after the crossbeam connecting assembly is connected to the medial surface of the web, is rule and drill out institute
State manhole.
Preferably, after the step (5), in addition to step：The anchor tie plate assembly of anchor structure is in the upper of the web
Edge front end.
Preferably, before the step (1), the web and transition web are assembled in advance or are connected, and/or, it is described
Top plate assembly advance with the secondary top plate is connected, or the top plate is integrally formed with time top plate.
It is it is highly preferred that further comprising the steps of after step (5)：Positioned on the edge-beam and drill out to strengthen institute
State nail corresponding to the nail array of edge-beam intensity；And/or positioned on the edge-beam and drill out be easy to fluid by or
Through hole corresponding to the hole array of interspersed reinforcement members.
It is further preferred that WELDING STUDS or bar dowel are installed in the nail；And/or into the part hole array
Through reinforcing bar.
It is further preferred that the reinforcing bar length is less than or equal to the width of the top plate, bottom plate or secondary top plate.
Preferably, step is also included after step (5)：At least one punishment is positioned in the middle part of the edge-beam that welding is completed
Every place, in the separated place, cutting edge-beam is at least two cross-talk edge-beams.
It is highly preferred that after cutting edge-beam, bolt is correspondingly laid in the separated place of the sub- edge-beam.
The invention provides a kind of edge-beam for overlapping girder segment and its assembling method can preferably solve portion of techniques and ask
Topic, and have and have the advantage that：
(1) edge-beam and its assembling method of a kind of overlapping girder segment involved in the present invention, by the web,
Bottom plate, panel and top plate add component of putting more energy into, and strengthen the steadiness of steadiness edge-beam structure, further lift the strong of bridge
Degree；
(2) edge-beam and its assembling method of a kind of overlapping girder segment involved in the present invention, added by reasonably laying
Strength component can make bridge have stronger engineering strength and be unlikely to be substantially improved under the premise of selected material identical
Construction costs；
(3) edge-beam and its assembling method of a kind of overlapping girder segment involved in the present invention, by edge-beam transition
The further improved structure of section, improves the mechanical property of steel construction and concrete structure transitional region, effectively reconciles and applies not
The mechanics difference of same material structure；
(4) edge-beam and its assembling method of a kind of overlapping girder segment involved in the present invention, for also being set to edge-beam
There is separated region, the edge-beam can be divided at least two sections, just manufacturing, transporting, assembling, to adapt to traffic condition
And the area that natural conditions are severe, the construction scope of bridge is further expanded；
(5) edge-beam and its assembling method of a kind of overlapping girder segment involved in the present invention, for the side master after improvement
Beam adapts to improvement assembling method, and the edge-beam can be quickly and accurately assembled according to the assembling method.
Brief description of the drawings
Of the invention above-mentioned and/or additional aspect and advantage will become from the following description of the accompanying drawings of embodiments
Obtain substantially and be readily appreciated that, wherein：
Fig. 1 is a kind of whole structure figure of the edge-beam of overlapping girder segment involved in the present invention；
Fig. 2 is a kind of lateral surface 11-1 views of the edge-beam of overlapping girder segment involved in the present invention；
Fig. 3 is the profile at a kind of edge-beam A-A of Fig. 2 overlapping girder segment involved in the present invention；
Fig. 4 is a kind of lateral surface 11-1 front ends zoomed-in view of the edge-beam of overlapping girder segment involved in the present invention；
Fig. 5 is a kind of lateral surface 11-1 rear ends zoomed-in view of the edge-beam of overlapping girder segment involved in the present invention；
Fig. 6 is a kind of top view of the edge-beam of overlapping girder segment involved in the present invention；
Fig. 7 is a kind of bottom view of the edge-beam of overlapping girder segment involved in the present invention；
Fig. 8 is a kind of details displaying figure of the toughened internal stress of the edge-beam of overlapping girder segment involved in the present invention；
Fig. 9 is the flow chart that a kind of overlapping girder segment involved in the present invention corresponds to assembling method.
Embodiment
Embodiments of the invention are described below in detail, the example of the embodiment is shown in the drawings.Below with reference to
The embodiment of accompanying drawing description is exemplary, is only used for explaining the present invention, and is not construed as limiting the claims.In order to
It is easy to show a kind of practical application of edge-beam for overlapping girder segment, following embodiments are introduced into bridge and specifically formed
Part, the application of the edge-beam of the overlapping girder segment and annexation is set to show more abundant and readily appreciate, it is noticeable
It is that protection scope of the present invention is not by being limited.
Accompanying drawing 1 is refer to, present embodiment illustrates a kind of edge-beam 1 for overlapping girder segment, can be seen that from accompanying drawing 1
The overall structure of the edge-beam 1, the edge-beam 1 include web 11, bottom plate 12, panel 13, top plate 14, anchor structure 17
And to separate and be provided for the edge-beam 1 of steel construction and concrete structure the transition web 18 of transition, there is time top plate
19。
To more clearly demonstrate the structure of the edge-beam 1, please further refer to accompanying drawing 2 and with reference to accompanying drawing 3.The side
Girder 1 includes the web 11 with lateral surface 11-1 with medial surface 11-2.For ease of describing and determining position, in the present embodiment
The medial surface 11-2 for defining the web 11 is that the lateral surface 11-1 of the web 11 is direction towards the plane inside bridge
Plane outside bridge.The lower edge portion of the web 11 is vertically connected with bottom plate 12, the upper rim of the web 11
Panel 13 is vertically connected with, the panel 13 extends towards the lateral surface 11-1, is set for follow-up setting traffic aisle panel
Vertical basis.The top half of the web 11 is vertically connected with top plate 14, and the top plate 14 extends towards medial surface 11-2, is
Other internal structures of bridge provide the connecting structure of support or connection.Accompanying drawing 3 and accompanying drawing 5 are refer to, accompanying drawing 3 is the side master of accompanying drawing 1
Profile of the beam 1 at hatching A-A, accompanying drawing 5 are the top view of the edge-beam 1, can be seen by accompanying drawing 3 and accompanying drawing 5
Observe the details of the medial surface 11-2.The edge-beam 1 also includes the horizontal stroke for being arranged on the medial surface 11-2 sides of web 11
Beam connecting assembly 15 (refer to accompanying drawing 3, the crossbeam connecting assembly 15 include in the present embodiment cantilever diaphragm fishplate bar 151,
Manhole 151-1, web fishplate bar WELDING STUDS 151-2, crossbeam bottom plate fishplate bar 152), the crossbeam connecting assembly 15 is located at the top
Position between the lower section of plate 14 and the top of the bottom plate 12.The edge-beam 1 is additionally provided with to maintain the web 11, bottom
Plate 12, panel 13, the steadiness of top plate 14 and the component of putting more energy into of lifting edge-beam 1 or even bridge bulk strength.It refer to accompanying drawing
2 and accompanying drawing 4 and accompanying drawing 5, only in the present embodiment, the component of putting more energy into includes the first vertical stiffener 161, first laterally
On ribbed stiffener 162, the second transverse stiffener 163, the second vertical stiffener 164, the 3rd vertical stiffener 165 and panel 13
Panel ribbed stiffener 131.Accompanying drawing 7 is refer to, more specifically, the link position of the web 11 and the bottom plate 12 is located at institute
State at the axis of symmetry 120 of bottom plate 12.By the bottom plate 12, symmetrically Ground Split is close to described outer to the symmetry axis 120
Side 11-1 part and close medial surface 11-2 part.
Please continue to refer to accompanying drawing 2 and accompanying drawing 3, more specifically, as can be seen that the top plate 14 is arranged at institute in accompanying drawing 2
Web 11 is stated close to the position of top edge, further by accompanying drawing 3 as can be seen that the top plate 14 is on the web 11
The position panel 13 is lower slightly, and the top plate 14 forms the distribution of height staggeredly with the panel 13 on the web 11.
Due to the structure that top plate 14 belongs to inside bridge, panel 13 is responsible for laying traffic aisle, it is therefore desirable to interlaced arrangement, staggers two
Individual functional areas.But two functional areas are close to each other to be advantageous to the top plate 14 and possible support or the structure of connection, can aid in
Strengthen the intensity of the panel 13, the bearing strength of panel 13 is further lifted.Only in the present embodiment, the panel 13
Orthographic projection on bottom plate 12, more than the bottom plate 12 in lateral surface 11-1 outward flange；The top plate 14 is on bottom plate 12
Orthographic projection, more than the bottom plate 12 in medial surface 11-2 outward flange.Meet engineering mechanics in the guarantee stress of bottom plate 12
On the premise of it is required that, rationally the width of bottom plate 12 is controlled to save materials.It is attached please continue to refer to accompanying drawing 2 and auxiliary reference
Fig. 4, specifically, the component of putting more energy into include being arranged on the first of web 11 and the panel 13 junction and vertically added
Strength plate 161.The payload segment that the panel 13 may carry can be transferred to web 11 by the first vertical stiffener 161, therefore
Can uniformly distributed load, avoid load excessively concentrate on partial structurtes and to partial structurtes formed destroy or send out material
Raw fatigue.More specifically, first vertical stiffener 161 selects gusset, and the gusset is with the row of certain predetermined spacing
Battle array is laid in the lateral surface 11-1 of the web 11.The gusset is served as the first vertical stiffener 161 and arranged with a determining deviation
Row, first vertical stiffener 161 lift the stability that angle is formed between the web 11 and panel 13, except
It disclosure satisfy that the requirement of reasonable distractive load, moreover it is possible to maintain the relative position of web 11 and panel 13, and then maintain side master
The basic structure of beam 1.In the present embodiment, first vertical stiffener 161 hangs down with the web 11 and the panel 13
Directly.
Laterally add more specifically, the component of putting more energy into also includes first be arranged at below the first vertical stiffener 161
Strength rib 162, first transverse stiffener 162 is with vertical bridge to direction across the web 11.Partial described first is vertical to be added
Connection between the lower edge of strength plate 161 and first transverse stiffener 162 be present.
Only in the present embodiment, first transverse stiffener 162 extends to the long side both ends of web 11.Can at other
In the mode that can implement, can according to the distribution situation proper extension of load or shorten first transverse stiffener 162 across
The length of web 11.
Only in the present embodiment, shorter first vertical stiffener 161 and the first longer vertical stiffener 161
Between be staggered.Longer first vertical stiffener 161 in the present embodiment with first transverse stiffener 162
Abut.In the mode that other may be implemented, it is vertical can suitably to increase or decrease described first according to the distribution situation of load
Stiffener 161 connects the quantity of the first transverse stiffener 162, or changes the first vertical stiffener 161 and connect the first lateral stiffening
The position of rib 162 and depth.
More specifically, the component of putting more energy into also includes being arranged on the web 11 and parallel to the described first transverse direction
Second transverse stiffener 163 of ribbed stiffener 162, second transverse stiffener 163 relative to the first transverse stiffener 162 and
Say closer to the bottom plate 12.Some are connected between the transverse stiffener 163 of first transverse stiffener 162 and second
Two vertical stiffeners 164.Second vertical stiffener 164 is also connected with the web 11.Second transverse stiffener
163 are also connected by the 3rd vertical stiffener 165 with the bottom plate 12 and web 11.
Further specifically, part first vertical stiffener 161 from below edge extend described second it is vertical plus
Strength plate 164, the lower edge of second vertical stiffener 164 extend the 3rd vertical stiffener 165.Only in this implementation
In example, the lower edge of only the first vertical stiffener of half 161 extends second vertical stiffener 164, meanwhile, extension
The staggered row that goes out the first vertical stiffener 161 of the second vertical stiffener 164 between the first vertical stiffener 161 for not extending
Row.
Only in the present embodiment, first vertical stiffener 161 that links into an integrated entity, the second vertical stiffener 164,
3rd vertical stiffener 165 at grade, and the plane respectively with the plane where the web 11, the bottom plate
The plane where plane and the panel 13 where 12 is vertical.In other possible embodiments, described first is vertical
Stiffener 161, the second vertical stiffener 164, the 3rd vertical stiffener 165 can interlaced arrangement as needed, with realize to need
Wanting the special reinforcement of reinforced region needs.Only in the present embodiment, the panel 13 is provided with connected vertically with panel 13
Panel ribbed stiffener 131, the panel ribbed stiffener 131 extend to the other end from long side one end of panel 13.
More specifically, refer to accompanying drawing 3 and accompanying drawing 6 and accompanying drawing 7, the connecting assembly 15 includes cantilever diaphragm fishplate bar
151 and the crossbeam bottom plate fishplate bar 152 with affiliated 151 orthogonal connection of cantilever diaphragm fishplate bar, the cantilever diaphragm fishplate bar 151 from
The top plate 14 starts to extend up to the bottom plate 12, and is fixedly connected on the medial surface 11-2 of web 11.The horizontal stroke
Web fishplate bar 151 and the 152 orthogonal connection of crossbeam bottom plate fishplate bar, be advantageous to the scattered of bearing load, and the cantilever diaphragm connects
Plate 151 abuts the top plate 14 and bottom plate 12, effectively by the load of itself and the load received from crossbeam bottom plate fishplate bar 152
Lotus is transferred on the web 11, top plate 14 and bottom plate 12, realizes the reasonable layout of load.
Further specifically, the lower end of the cantilever diaphragm fishplate bar 151, someone is opened up close to the position of the bottom plate 12
Hole 151-1.The manhole is assembled for ease of technical staff, overhauled, the passage of maintenance.Bridge needed during use through
Perseverance is safeguarded, maintained, maintenance, is set up manhole and is easy to technical staff to perform foregoing task.
Continuing with the refer to the attached drawing 3 on the basis of with reference to accompanying drawing 2, further specifically, the cantilever diaphragm fishplate bar 151
It is built up on the medial surface 11-2 of the web 11, corresponding second vertical stiffener 164 of the cantilever diaphragm fishplate bar 151
And the 3rd vertical stiffener 165 position.In the mode that other may be implemented, the cantilever diaphragm fishplate bar 151 can be right
Answer the position of the vertical stiffener 165 of the second vertical stiffener 164 or the 3rd.
Further specifically, the crossbeam bottom plate fishplate bar 152 is also laid in the medial surface 11-2 of the web 11.It is described
152 position correspondence on web 11 of crossbeam bottom plate fishplate bar is in the position of second transverse stiffener 163.
Please refer to the attached drawing 1, accompanying drawing 2 and attached 4, to explain the concrete application process of anchor structure, the present embodiment also introduces
Suspension cable (not shown) and Sarasota (not shown).Specifically, the top edge of the web 11 of the edge-beam 1
Fore-end is connected with anchored framework 17, and the fore-end refers to the hatching A-A of Fig. 2 displayings right side, in reality
In, the front end generally refers to one end away from bridge cable tower.Turn now to accompanying drawing 2 and accompanying drawing 4, the anchor slab knot
Structure 17 includes the anchor tie plate 171 extended from the web 11, and the anchor tie plate 171 is the main stress knot of anchored framework 17
Structure.To strengthen the intensity of the anchor tie plate 171, the also orthogonal anchor that is connected with of the anchor tie plate draws stiffener 175.The anchor slab knot
Structure 17 also includes the cable spiral 172 for being fixed on the end of anchor tie plate 171.The end refers to for anchor tie plate 171,
One end away from the web 11.The cable spiral 172 is additionally provided with anchor end plate 173, and the anchor end plate 173 also is located at described
The end of anchor tie plate 171.The other end of the remote anchor end plate 173 of the cable spiral 172 is provided with anchor plate 174.
More specifically, rope to be connected is pointed in the direction that the anchor tie plate 171 is extended from the front end of the edge-beam 1
Tower.The bearing of trend of the anchor tie plate 171 is consistent with the direction of the cable spiral 172, suspension cable, it is therefore intended that described oblique
During tensioning and follow-up use, suspension cable overlaps drag-line with the axis centre of the cable spiral 172, keeps away
Exempt from suspension cable and unnecessary distortion is occurred to the port abrasion of the cable spiral 172 and suspension cable.
The suspension cable is drawn at Sarasota and by the cable spiral, after being stretched to default pulling force, described in installation
Anchor plate 174 and the anchor end plate 173.During tensioning, anchor plate 174 and the collective effect of anchor end plate 173 make institute
The axis centre for stating suspension cable overlaps with the axis centre of the cable spiral 172.The axis centre of coincidence will be effectively by side master
The load for the other structures that the own load of beam 1 and edge-beam 1 are carried passes through the anchored framework 17 and suspension cable transmission
To Sarasota.
Accompanying drawing 2 and accompanying drawing 5 are refer to, the position of rear end 1/4 of the edge-beam 1 is additionally provided with transition web 18, the mistake
Cross web 18 and be respectively perpendicular the connection web 11 and the bottom plate 12, panel 13.Only in the present embodiment, the transition
Web 18 is arranged on the rear end a quarter position of the edge-beam 1, in other possible embodiments.The transition abdomen
The set location of plate 18 is controlled in 1/4 to 1/2 position of the edge-beam 1.
More specifically, the edge-beam 1 is defined as from transition web 18 to one section of region of the rear end least significant end of edge-beam 1
Changeover portion.The transition web 18 is mainly as the concrete segment of bridge and the separation and transition of steel construction section, due to steel knot
Structure has different mechanical properties from concrete structure, and the setting purpose of the changeover portion is preferably with reference to the coagulation
Soil section and steel construction section, are easy to the smooth transition of the concrete segment and steel construction section and combine closely.In the changeover portion
In, panel 13 is replaced by secondary top plate 19, and the secondary top plate 19 is concordant with the top plate 14.Only in the present embodiment, described time
Top plate 19 is integrally formed with the top plate 14, is seamlessly connected.Accompanying drawing 6 is refer to, time top plate is laid with the secondary top plate 19 and is cut
Power follows closely 191, and the first top plate WELDING STUDS 141 and the second top plate WELDING STUDS 142 are laid with the top plate 14；It refer to accompanying drawing 7
The first bottom plate WELDING STUDS 122-1 is laid with the bottom plate 12 and the second bottom plate WELDING STUDS 122-2, first bottom plate are cut
Power nail 122-1 is laid at the bottom plate 12 of the changeover portion, and the second bottom plate WELDING STUDS 122-2 is laid in the bottom plate 12
Front end.A number of WELDING STUDS forms nail array, in the present embodiment, one according to certain aligned transfer into array
The secondary top plate WELDING STUDS 191 of fixed number amount forms time top plate nail array according to certain aligned transfer into array；One fixed number
The first top plate WELDING STUDS 141 of amount forms the first top plate nail array according to certain aligned transfer into array；One fixed number
The second top plate WELDING STUDS 142 of amount forms the second top plate WELDING STUDS array according to certain aligned transfer into array；
The a number of first bottom plate WELDING STUDS 122-1 forms the first bottom plate shearing into array according to certain aligned transfer
Follow closely array；The a number of second bottom plate WELDING STUDS 122-2 forms the second bottom according to certain aligned transfer into array
Plate WELDING STUDS array.
More specifically, laid on the transition web 18 to strengthen the transition of the web 11, panel 13, bottom plate 12
Ribbed stiffener group.In other possible embodiments, the transition web 18 deviates from the side of extreme direction before the edge-beam 1
Transition WELDING STUDS can also be laid with, the front position of the web 11 can also be laid with web WELDING STUDS 114.Described time
Top plate WELDING STUDS 191, the first top plate WELDING STUDS 141, the second top plate WELDING STUDS 142 and transition WELDING STUDS, web WELDING STUDS
114 purposes laid are the shearing resistance force intensity for lifting laying structure.The secondary top plate WELDING STUDS 191, the first top plate shearing
The 141, second top plate WELDING STUDS 142 and transition WELDING STUDS are followed closely in the present embodiment with the arrangement mode of rectangle array, is arranged in
On counter structure.WELDING STUDS is applied to the web 11, bottom plate 12, top plate 14, transition web 18, secondary top plate 19 close to edge
Position with strengthen resist fail in shear ability.
Further, it is laid with hole array on the web 11, top plate 14, secondary top plate 19 and transition web 18.Please
Refer to the attached drawing 5 and accompanying drawing 6, in the present embodiment, time roof hole array 192, the secondary top plate are distributed with the secondary top plate 19
Hole array 192 is distributed in the both sides of transition web 18；Be distributed with the transition web 18 first web hole array 111 and
Second web hole array 112.The first web hole array 111 is laid on the web 11 with 3 × 3 array, simultaneously
Close to the transition web 18.The first web hole array 111 can pass through for larger reinforcing bar, can not also wear reinforcing bar,
And as the mud jacking hole passed through for concrete.Only in the present embodiment, the first web hole array 111 does not wear reinforcing bar and is elected to be pressure
Starch hole.It please attach refer to the attached drawing 8, the second web hole array 112 is covered with the web 11, the second web hole
Array 112 is used to pass through for bar dowel 112-1, and the diameter of the bar dowel 112-1 is slightly less than the second web hole array
112 aperture, the changeover portion is incorporated in order in concrete perfusion, make concrete wrap up the bar dowel 112-1
Web 11.The bar dowel 112-1 can strengthen the changeover portion on the vertical and in-plane of the bar dowel 112-1
Shearing resistance performance.
Put more energy into group more specifically, being additionally provided with transition on the edge-beam 1, be subordinated to the transition and put more energy into the first abdomen of group
Plate stiffener 181, the second web stiffener 182, the 3rd web stiffener 183 are drawn by the transition web 18.Described first
Web stiffener 181, the second web stiffener 182, the 3rd web stiffener 183 are had nothing in common with each other.First web stiffener 181
Vertically draw, bottom plate 121 described in vertical connection and extend to no more than at hatching A-A from the transition web 18.It is described
Second web stiffener 182 is vertically drawn from the transition web 18, and web 11 described in vertical connection, second abdomen
Plate stiffener 182 is presented as a plurality of parallel stiffener in the present embodiment, and the second web stiffener 182 is to institute
State the end extension of edge-beam 1.The 3rd web stiffener 183 is vertically drawn from the transition web 18 and towards described
The front end of edge-beam 1 is extended at the first vertical stiffener 161, is connected by the first vertical stiffener 161 with panel 13.Institute
State the 3rd web stiffener 183 perpendicular to be connected to the web 11 and parallel to first transverse stiffener 162 and
Second transverse stiffener 163.The 3rd web stiffener 183 is also connected with the secondary top plate 19, and with the secondary top plate
19 is concordant.By the transition put more energy into component respectively with the web 11, bottom plate 12, secondary top plate 19 and indirectly with panel
13 connections, embody transition component of putting more energy into and reinforce transition web 18 and the connection of said modules, make the transition web
18 and changeover portion be connected with the edge-beam 1 closer, avoid combination of the edge-beam 1 in steel construction and concrete structure
Place is broken.Only in the present embodiment, accompanying drawing 7 is refer to, the first web stiffener 181 is in bottom board symmetry axle 120
Both sides are symmetrical, and the first web of twice stiffener 181 is respectively laid in the both sides of bottom plate 12.It is worth noting that, first abdomen
Development length, extended position and the laying of plate stiffener 181, the second web stiffener 182, the 3rd web stiffener 183
Quantity is not limited by the present embodiment, such as in other possible embodiments, and the first web stiffener 181 can be with
The A-A hatchings are crossed, it is perpendicular to abut or pass through first vertical stiffener 161, the second vertical stiffener the 164, the 3rd
The vertical stiffener plane formed to stiffener 165, in order to which the first web stiffener 181 further strengthens the mistake
Web 18 is crossed by the vertical plane of putting more energy into, realizes the connection simultaneously with the panel 13, bottom plate 12.
More specifically, the centre position of edge-beam 1 is provided with separated place, specific in the present embodiment, the separated place with
The hatching A-A is overlapped.The edge-beam 1 is divided into front end and rear end by the separated place.In other possible implementations
In mode, the centre position of the edge-beam 1 may have many places separated place, in order to which the edge-beam 1 is split to suitable
Transport or the size suitably assembled.Bolt for being available for two-stage structure to connect etc. is respectively equipped with two sections of the separated place even
Relay part.The tie point of the bolt uniformly whole cross section with realize split after two sections or multistage edge-beam connect again
Connect.The present invention can be in a manner of additional applicable welding, and the stabilization for strengthening two after the fractionation sections or multistage edge-beam connects
Connect.
Accompanying drawing 6 is refer to, only in the present embodiment, the top plate 14 is provided with top plate and strengthens strength 143.More specifically, altogether
There is the parallel top plate of twice to strengthen strength 143 and extend at nearly hatching A-A.The top plate strengthens strength 143 from the mistake
Cross web 18 to set out, extend to nearly 1/4 position of the top plate.
Present invention also offers a kind of assembling method for the edge-beam 1 for overlapping girder segment, for assembling above-mentioned composite beam section
The edge-beam 1 of section, the assembling method comprise the following steps：
S1. distinguish the prefabricated web 11, bottom plate 12, panel 13, top plate 14 and crossbeam connecting assembly 15 (to refer to attached
Fig. 3, in the present embodiment, the crossbeam connecting assembly 15 include cantilever diaphragm fishplate bar 151, manhole 151-1, web fishplate bar and cut
Power nail 151-2, crossbeam bottom plate fishplate bar 152).Specifically, the web 11, bottom plate 12, panel 13, top plate 14 and crossbeam are plugged into
Component 15 particularly adapts to different components using the tired steel of bending resistance, tension, mechanical using the steel for closing rule；
S2., the bottom plate 12 is vertically connected on to the lower edge of the web 11, the top plate 14 is vertically connected on and leaned on
The position of the nearly top edge of web 11, to form the agent structure of the edge-beam 1.The agent structure of the edge-beam 1
Cross section for " on " font；
S3. component of being put more energy into described in part is added in the assembled agent structure is completed, strengthens the agent structure
Mechanical strength；
S4., the panel 13 is connected to the top edge of the web 11, and the remaining component of putting more energy into is added
If the component that will partly put more energy into is connected to the agent structure prior to panel 13, mainly in view of panel 13 to a certain extent
The part can be covered to put more energy into the link position of component, for the dislocation for avoiding therefore bringing or bad connection, so will put more energy into
Component is connected in the agent structure in batches.Basic principle is, its connect not against the panel 13 or be possible to by
Panel 13 connects influenceed part component of putting more energy into and first gives and being connected in the agent structure；It, which is connected, relies on the panel 13
Or the component of putting more energy into that panel 13 does not have a negative impact to it is arranged in connection as the remaining component of putting more energy into
Connected after the panel 13；
S5., the crossbeam connecting assembly 15 is connected to the medial surface 11-2 of the web 11, to complete edge-beam 1
It is assembled.
Only in the present embodiment, it is described put more energy into component include the first vertical stiffener 161, the first transverse stiffener 162,
Second transverse stiffener 163, the second vertical stiffener 164, the 3rd vertical stiffener 165.
More specifically, also include before step S3 it is prefabricated it is described put more energy into component the step of, it is prefabricated to belong to the component of putting more energy into
The first transverse stiffener 162 and the second transverse stiffener 163 when, the lateral stiffening of the first transverse stiffener 162 and second
The length direction of rib 163 leaves amount of contraction of putting more energy into, put more energy into amount of contraction and the first transverse stiffener of the first transverse stiffener 162
162 lenth ratio is 1mm:1000mm, put more energy into amount of contraction and the second transverse stiffener 163 of the second transverse stiffener 163
Lenth ratio is 1mm:1000mm.Only in the present embodiment, the transverse stiffener 163 of the first transverse stiffener 162 and second
It is 12mm in the amount of contraction of putting more energy into of length direction.The amount of contraction of putting more energy into is the welding of workpiece in order to make up in welding workpiece
Everywhere in the condition of high temperature, receipts occur in the weld of the first transverse stiffener 162 or the second transverse stiffener 163 after cooling
Contracting phenomenon, therefore to leave amount of contraction of putting more energy into.Further, the amount of contraction of putting more energy into is in order that the first transverse stiffener
162 or second transverse stiffener 163 can abut the front end and rear end of the edge-beam 1 after welding terminates, avoid the occurrence of office
Situation that portion intensity declines and make edge-beam 1 that local fracture occur.In other possible embodiments, the first lateral stiffening
The lenth ratio of put more energy into amount of contraction and the first transverse stiffener 162 of rib 162 is 0.8~1.7mm:1000mm；Second laterally adds
The lenth ratio of put more energy into amount of contraction and the second transverse stiffener 163 of strength rib 163 is 0.8~1.7mm:1000mm.
More specifically, in the present embodiment, in the transverse stiffener 163 of the first transverse stiffener 162 and second
Length direction leaves amount of contraction of putting more energy into towards the side of the front end of edge-beam 1 as 1.66 times of the other end, and described first is horizontal
Leave and put more energy into towards the side of the front end of edge-beam 1 in length direction to the transverse stiffener 163 of ribbed stiffener 162 and second
Amount of contraction is 20mm, more compared to the amount of contraction 12mm that puts more energy into that opposite side is stayed.Specific in bridge structure, bridge is general
According to the difference of span section, it is divided into end bay and mid-span, end bay is all close to abutment or expansion joint, and in two end bays
Between section be referred to as mid-span, the front end of edge-beam 1 is close to bridge or connects one end of bridge mid-span section.For close to bridge
Larger amount of contraction of putting more energy into is left in one end of beam or connection bridge mid-span section, is to ensure first transverse stiffener 162
Or second transverse stiffener 163 close to bridge or connecting one end of bridge mid-span section and maintaining the length of design, avoid described
First transverse stiffener 162 or the second transverse stiffener 163 inside contract and influence the intensity of the edge-beam 1.In end bay with
At mid-span, the requirement for structural mechanics intensity is higher.In other possible embodiments, first lateral stiffening
The length direction of the transverse stiffener 163 of rib 162 and second leaves contraction of putting more energy into towards the side of the front end of edge-beam 1
Measure as 1.5~1.7 times of the other end.
More specifically, it is connected in the transverse stiffener 163 of the first transverse stiffener 162 and second with the web 11
Place is also reserved with groove.The transverse stiffener 163 of first transverse stiffener 162 and second is connected to the abdomen of the edge-beam 1
Connected mode at plate 11 is using welding manner, more specifically, the welding manner is using groove welding.Groove welding
The characteristics of be that groove is provided between part to be connected, groove refers to that the position to be welded of part to be connected processes and is assembled
The groove with geometry.The main purpose of groove is set to ensure welding degree for preferably welding workpiece.In this hair
In bright, because the first transverse stiffener 162 and the second transverse stiffener 163 are more important parts in component of putting more energy into.
Therefore, there is high requirement to the weld strength of the first transverse stiffener 162 and the second transverse stiffener 163, specially uses
The scheme of groove is set to be welded.
Specifically, in step S1, in the prefabricated panel 13, the length direction of the panel 13 leaves panel contraction
Amount, only in the present embodiment, the panel amount of contraction and the lenth ratio of panel 13 are 1mm:1000mm, in other possible realities
Apply in mode, the panel amount of contraction and the lenth ratio of panel 13 are 0.8~1.7mm:1000mm.Due in the present embodiment,
Using the connection of welding after assembled complete edge-beam 1, the difference variation occurred during the welding, will lead
The members contract of panel 13 of Non-precondition panel amount of contraction is caused, and then the size of panel 13 is not suitable with design requirement, and thus draw
The intensity defect of fermentation plate 13.Therefore it is very crucial step reasonably to preset the panel amount of contraction, presets panel amount of contraction
The post-processing time will be excessively caused to be grown, waste of materials, default panel amount of contraction is very few, and the panel 13 will be made to inside contract up to not
To preset strength requirement.
Specifically, in step S1, in the prefabricated panel 13, the panel 13 before assembly on width also
Milling side surplus is left, only in the present embodiment, milling side surplus is 5mm, in other possible embodiments, the milling
Side surplus is 5mm~10mm.The panel 13 will have more design maximum magnitude after assembly terminates on the width of panel 13
Part mills, referred to as milling side.The connection method held out against between the panel 13 and the web 11 using polishing.By institute
Panel 13 is stated to be mainly used as accepting traffic trade or the substrate directly as traffic trade, therefore the basic load of the panel 13
Be dynamic loading, if the connected mode between the panel 13 and the web 11 directly using welding connected mode,
Weld fatigue will likely occur in the case of carrying dynamic loading, and then influence the connection between panel 13 and web 11.By
This, the mode of transfer force held out against between heretofore described panel 13 and the web 11 using polishing.The polishing holds out against finger
It is that plane finishing to be connected to the flatness of part to be connected is reached into certain requirement, and keeps bright and clean, then with certain pressure top
Tight part to be connected, makes part to be connected reach the plane of flatness requirement and is fitted together, to ensure that it is strong that polishing is held out against
Degree, welding is applied to the junction held out against of polishing.In other possible embodiments, maintain to polish the intensity held out against
It can be realized in a manner of additional auxiliary member etc..Before polishing is held out against, it is necessary to for treating that the plane that polishing is held out against carries out plane
The detection of degree, and keep plane bright and clean.When polishing is held out against, between the panel 13 and the web 11, examined using clearance gauge
Polish whether the gap held out against meets design requirement.
More specifically, the panel 13 with the assembly of web 11 before, in panel 13 towards the bottom plate 12 one
Pre-connection has the first vertical stiffener 161 for belonging to component of putting more energy on side.First vertical stiffener 161 and the panel
13 and 11 orthogonal connection of web, keep in advance with the panel 13 or the vertical connection of web 11, it is vertical to be advantageous to described first
The accurate assembling of stiffener 161.In the present invention, first vertical stiffener 161 is assembled again with panel 13 in advance
It is connected with the web 11.Reason is that the amount of contraction first positioned with the web 11 is difficult to control, and the web
11 are difficult to amount of contraction be made to the remedial measure for not influenceing edge-beam 1 as main load part, and described first vertically puts more energy into
It is more accurate that plate 161 is first connected realized positioning with panel 13.
Specifically, in step S5, the cantilever diaphragm fishplate bar 151 and crossbeam bottom plate of the crossbeam connecting assembly 15 are belonged to
The pre-assembly of fishplate bar 152 be molded, cantilever diaphragm fishplate bar 151 and crossbeam the bottom plate fishplate bar 152 organize in an orthogonal manner be into
The crossbeam connecting assembly 15 of set, then the crossbeam connecting assembly 15 is connected to the medial surface 11-2 of the web 11.Implementing
,, can be according to the length of edge-beam 1 in other possible embodiments provided with two sets of crossbeam connecting assemblies 15 in example
And crossbeam quantity to be connected, the load of edge-beam 1, consider the quantity of the crossbeam connecting assembly 15.
More specifically, after the crossbeam connecting assembly 15 is connected to the medial surface 11-2 of the web 11, then drawn
Line positions.The manhole 151-1 is further drilled out at positioning.The manhole 151-1 is positioned close to the position of bottom plate 12,
It is easy to technical staff to be overhauled, while does not influence as far as possible current on panel 13.
Specifically, after the step S5, in addition to step：The assembly of anchor tie plate 171 of anchor structure 17 is in the web
11 top edge front end.In the present embodiment, the anchor tie plate 171 is assembled in the web 11 of the edge-beam 1 and then in institute
State to continue on the basis of anchor tie plate 171 to add cable spiral 172, anchor plate 174, anchor end plate 173 and form the anchor structure
17, the orthogonal anchor that is connected with draws stiffener 175 on the anchor tie plate 171, and the anchor structure 17 of pre-assembly is advantageous to the anchor
The Transportation in assemBled state of the accessory of pull-up structure 17, it is easy to carry out inclined guy cable stretching after edge-beam 1 is installed.In other possible embodiment party
In formula, orthogonal anchor tie plate 171, cable spiral 172, the anchor plate 174 for being connected with anchor drawing stiffener 175 is assembled into described
The agent structure of anchor structure 17, then be connected with the web 11, after the edge-beam 1 installation, and tensioning suspension cable is completed
The anchor end plate 173 is installed again afterwards.
Specifically, only in the present embodiment, if assembled is the edge-beam 1 of toughened internal stress, the side master of toughened internal stress
Beam 1 includes combining integral concrete segment edge-beam and steel construction section edge-beam.Institute since the transition web 18
It is concrete segment edge-beam to state the rear end of edge-beam 1, and the concrete segment edge-beam is the part of casting concrete.Steel reinforced concrete
Difference in the edge-beam 1 of adapter section and the structure of edge-beam 1 of standard section be the structure of the concrete segment edge-beam with
The edge-beam 1 of standard section is compared to different.In concrete segment edge-beam, the secondary top plate 19 replaces the top plate
14, the secondary top plate 19 is concordant with top plate 14, and panel 13 terminates in the transition web 18, and position thereafter is also by described time
Top plate 19 is substituted.In the concrete segment edge-beam of the present embodiment, the component of putting more energy into terminates in the transition web 18, mistake
Cross in the concrete segment after web 18, add provided with transition web 18 to the double-end transition ribbed stiffener group of edge-beam, transition
The connection method of strength rib group and connection order, it may be referred to connection method and the connection order of the component of putting more energy into.Institute
State transition ribbed stiffener group only includes in the present embodiment：First web stiffener 181, the second web stiffener 182, the 3rd abdomen
Plate stiffener 183.It is based on described applied to the difference between the edge-beam 1 of toughened internal stress and the edge-beam 1 of standard section
The needs that edge-beam 1 connects between concrete segment and steel construction section, and be different from for the edge-beam 1 of toughened internal stress
The structure of the edge-beam 1 of standard section is improved, and further, assembling method is also required to make with regard to this and targetedly improved.
Before the step S1, the top plate 14 is integrally formed with time top plate 19, the top plate 14 and the secondary top plate
19 are stamped and formed out, and the web 11 and transition web 18 are assembled in advance or after be connected, then with the integrally formed top plate 14 and
Secondary top plate 19 connects.In other possible embodiments, the top plate 14 and the secondary top plate 19 are assembled in advance or are connected,
It is connected again with the web 11.
It is more specifically, further comprising the steps of after step S5：Positioned on the edge-beam 1 and drill out to strengthen institute
State nail corresponding to the nail array of the intensity of edge-beam 1.In the present embodiment, the nail is mainly drilled with the transition web
18 to the rear end of the edge-beam 1 on web 11 corresponding position.In the web 11, top plate 14, bottom plate 12, secondary top plate
19 and some edges for component of putting more energy into and connecting portion can open up the nail.The nail is to add
If WELDING STUDS and lay.Different according to the position of the nail, the WELDING STUDS title laid is different, only in this reality
Apply in example, the nail is opened on the top plate 14, and the WELDING STUDS installed is referred to as the first top plate WELDING STUDS 141 and
Two top plate WELDING STUDSs 142；The nail is opened on the secondary top plate 19, and the WELDING STUDS installed is referred to as time top plate WELDING STUDS
191；The nail is opened on the web 11, and the WELDING STUDS installed is referred to as web WELDING STUDS 114；The nail opens up
On the bottom plate 12, the WELDING STUDS installed is referred to as the first bottom plate WELDING STUDS 122-1 and the second bottom plate WELDING STUDS 122-
2, nail corresponding to the first bottom plate WELDING STUDS 122-1 is laid in the bottom plate corresponding to transition web 18 to the rear end of edge-beam 1
On 12.Nail corresponding to the second bottom plate WELDING STUDS 122-2 is laid in the front end of the bottom plate 12；The transition web 18
The side of extreme direction can also lay the nail for installing transition WELDING STUDS before the edge-beam 1.
After step S5, positioned on the edge-beam 1 and drill out be easy to fluid by or interspersed reinforcement members hole array
Corresponding through hole, the through hole include the first through hole of the first web hole array 111 and are abound with transition in the present embodiment
Web 18 to the rear end of the edge-beam 1 correspondence position on web 11 the second through hole.The first through hole is with 3 × 3 battle array
Row are laid in the transition web 18, and to the rear end of the edge-beam 1, the corresponding position on web 11, the first through hole are leaned on
The nearly transition web 18 is laid.When the first through hole is applied to concrete perfusion, filled up for slurry by first through hole
Corresponding space.The first through hole can be also used for the reinforcing bar through certain diameter, to strengthen the transition web 18 to institute
State the intensity of the web 11 of the rear end of edge-beam 1.Simultaneously the present invention do not repel the first through hole simultaneously be used as mud jacking hole and
Through the effect of reinforcing bar, the bar diameter that only need to ensure to run through is slightly less than the first through hole, remains with and be available for what slurry passed through
The first through hole of space or member-retaining portion not through reinforcing bar.The position that second through hole is abound with is located at the edge-beam
1 rear end, belong to the concrete segment, second through hole being abound with is used as flowing for concrete, is easy to concrete to fill up pair
Answer space.The laying mode that second through hole is abound with is to allow the concrete to be evenly distributed.Further specifically, in institute
The component of shearing resistance force intensity can be strengthened by stating installation WELDING STUDS or bar dowel etc. in nail, in the present embodiment, the nail peace
Dress is WELDING STUDS.In the present embodiment, it is slightly less than through-hole aperture through diameter into the through hole of the part hole array simultaneously
Reinforcing bar.
Further specifically, the reinforcing bar length is less than the width of the top plate 14, bottom plate 12 or secondary top plate 19.Institute
If state the long width that will cause beyond the top plate 14, bottom plate 12 or secondary top plate 19 of reinforcing bar, it is possible to can be to other bridges
The component of beam has an impact, and exceeds part beyond the reinforcing bar of the top plate 14, bottom plate 12 or the width of secondary top plate 19, it is impossible to
Play a part of strengthening intensity waste of materials on the contrary.Therefore, the length of the reinforcing bar is controlled less than or equal to the top plate
14th, the width of bottom plate 12 or secondary top plate 19 is more suitable.Specific to the present embodiment, it is wide that the reinforcing bar length is less than time top plate 19
Degree.
Specifically, step is also included after step S5：In the punishment of the middle part of the edge-beam 1 positioning at least one that welding is completed
Positioned every place, and to the separated place by the way of line, the cutting mode cutting edge masters such as gas cutting are utilized in the separated place
Beam 1 is at least two cross-talk edge-beams 1.In the present embodiment, the edge-beam 1 is cut into two-terminal side master at A-A hatchings
Beam 1.The selected principle of the separated place, mainly consider that the separation to separated place correspondence position will not be produced to the knot of edge-beam 1
Structure intensity and stability produce negative influence.Specifically, in general, it is positioned at edge-beam described in the separated place
1 centre position, and the vertical positions such as component, crossbeam connecting assembly 15 of putting more energy into are avoided as far as possible, and as far as possible
Cut with orthogonal position to reduce the length of cutting.The meaning of cutting edge-beam 1 is less-developed in some mountain areas, traffic
Location and on the influential location of loop wheel machine installation, be not easy to the regions of site operation, assembly, prefabricated components, can be reasonable
Ground uses drag-line bridge, you can to apply edge-beam 1 involved in the present invention.Often volume is larger for conventional edge-beam 1, inconvenience
In transport, installation, the edge-beam 1 after cutting possesses longer transportation range and more preferable construction environment adaptability, reduces institute
Edge-beam 1 is stated for traffic condition, the requirement of construction environment.
More specifically, after cutting edge-beam 1, bolt is correspondingly laid in the separated place of the sub- edge-beam 1.In separated place
On corresponding divisional plane, bolt is supporting respectively to be laid in the sub- edge-beam 1, is easy to edge-beam 1 to be relied in lifting
The bolt realizes the fixation of position.
Only in the present embodiment, the assembled process of the edge-beam 1 and assembled process largely arrange on construction ground
Outside, the only such as described assembled sub- assembly process of edge-beam 1 of small part is routed in construction site.On construction ground it
It is outer to complete the assembled requirement that reduced to construction site, it is possible to reduce to lay such as welding equipment, milling machine on construction ground and apply
Construction equipment.
A kind of edge-beam 1 for being applied to overlapping girder segment provided by the invention, the excellent in mechanical performance simple in construction that has concurrently
Feature.In the case where being applicable equal material, the knowledge of reasonable utilizing works mechanics optimizes structure, and the edge-beam 1 is set
Multigroup reinforcing structure for strengthening intensity, the structural strength of the edge-beam 1 is lifted, avoid pursuing lifting material property and raising
Cost.The edge-beam of the present invention is additionally provided with the mixing section of transition, can coordinate concrete segment and the different mechanics of steel construction section
Performance, help to realize the smooth transition of end bay Duan Zhizhong spans.To adapt to different construction scenes and natural environment, this hair
Bright provided edge-beam 1 can also realize partition, in order to transporting, lifting, moving etc. and to be actually needed, make to apply edge-beam
Cable-stayed bridge the scope of application it is more extensive, while reduce the use of expensive or large-scale suspender, reduce into a certain extent
This.Importantly, the construction at scene is easy in the design of sectional type, make that edge-beam is more accurate, is easier to be assembled.
Present invention also offers a kind of assembling method for the edge-beam 1 for overlapping girder segment, the assembling method has simple
It is convenient, by the assemble sequence of reasonable arrangement component, the component for assembling of avoiding influencing each other, make assembling more it is accurate more rapidly.Institute
The change in size being likely encountered, angle change when stating assembling method for assembling etc. are to assembling accuracy and structural strength
Workpiece corresponding to having an impact all devises surplus, to ensure that the edge-beam 1 is finally assemblied in bridge according to the standard of design
Liang Shang.
Described above is only some embodiments of the present invention, it is noted that for the ordinary skill people of the art
For member, under the premise without departing from the principles of the invention, some improvements and modifications can also be made, these improvements and modifications
It should be regarded as protection scope of the present invention.
Claims (35)
- A kind of 1. edge-beam for overlapping girder segment, it is characterised in that its web for including there is medial surface and lateral surface, with it is described The top edge vertical connection of the lower edge bottom plate connected vertically of web and the web and the face extended to the lateral surface Plate, the top plate with the top half vertical connection of the web and to medial surface extension, it is arranged on the web medial surface The upper and crossbeam connecting assembly below the top plate, and maintain adding for the web, bottom plate, panel and steady of roof Strength component.
- 2. the edge-beam of overlapping girder segment as claimed in claim 1, it is characterised in that the junction position of the web and bottom plate In on the axis of symmetry of the bottom plate.
- 3. the edge-beam of overlapping girder segment as claimed in claim 1, it is characterised in that the top plate is connected close to the abdomen The position of plate top edge, interlock with panel height.
- 4. the edge-beam of overlapping girder segment as claimed in claim 1, it is characterised in that the component of putting more energy into includes being arranged on institute State panel and the first vertical stiffener of web junction.
- 5. the edge-beam of overlapping girder segment as claimed in claim 4, it is characterised in that first vertical stiffener is by with pre- If the gusset array composition of spacing arrangement.
- 6. the edge-beam of overlapping girder segment as claimed in claim 4, it is characterised in that the component of putting more energy into is additionally included in described With vertical first transverse stiffener of the bridge to direction across the web, first transverse stiffener below first vertical stiffener It is connected with the lower edge of at least partly described first vertical stiffener.
- 7. the edge-beam of overlapping girder segment as claimed in claim 6, it is characterised in that the component of putting more energy into also is included close to institute State bottom plate and second transverse stiffener parallel with first transverse stiffener；Second transverse stiffener passes through second Vertical stiffener is connected with first transverse stiffener, web；Second transverse stiffener passes through the 3rd vertical stiffener It is connected with the bottom plate, web.
- 8. the edge-beam of overlapping girder segment as claimed in claim 7, it is characterised in that second vertical stiffener is from least The lower edge of part first vertical stiffener extends；3rd vertical stiffener is from second vertical stiffener Lower edge extends.
- 9. the edge-beam of overlapping girder segment as claimed in claim 7, it is characterised in that the connecting assembly includes cantilever diaphragm Fishplate bar and the crossbeam bottom plate fishplate bar of connection orthogonal with the cantilever diaphragm fishplate bar；The cantilever diaphragm fishplate bar extends from the top plate To the bottom plate, and it is fixedly connected on the medial surface of the web.
- 10. the edge-beam of overlapping girder segment as claimed in claim 9, it is characterised in that the lower end of the cantilever diaphragm fishplate bar Offer manhole.
- 11. the edge-beam of overlapping girder segment as claimed in claim 9, it is characterised in that the cantilever diaphragm fishplate bar, which is fixed, to be connected It is connected on the position that the vertical stiffener of second vertical stiffener/the 3rd is correspondingly provided with the web.
- 12. the edge-beam of overlapping girder segment as claimed in claim 11, it is characterised in that the crossbeam bottom plate fishplate bar, which is fixed, to be connected It is connected on the position that second transverse stiffener is correspondingly provided with the web.
- 13. the edge-beam of overlapping girder segment as claimed in claim 1, it is characterised in that the top edge leading section of the web Anchored framework point is also associated with, anchor tie plate that the anchored framework includes extending from the web, is fixed on the anchor tie plate The cable spiral of end, the anchor end plate for being fixed on the anchor tie plate end and being arranged the cable spiral, it is arranged on the drawing The anchor plate of another end of cable guide pipe, and the anchor of connection orthogonal with the anchor tie plate draw stiffener.
- 14. as claimed in claim 13 overlapping girder segment edge-beam, it is characterised in that the bearing of trend of the anchor tie plate from Point to Sarasota to be connected in the front end of the edge-beam.
- 15. the edge-beam of the overlapping girder segment as described in claim 1 or 14, it is characterised in that the edge-beam rear end 1/4~ 1/2 position is provided with the transition web for connecting the panel, web and bottom plate.
- 16. the edge-beam of overlapping girder segment as claimed in claim 15, it is characterised in that the edge-beam is from its rear end to institute In the range of stating transition web, the panel is replaced by the secondary top plate concordant with the top plate, and on the top plate, secondary top The one side of plate, bottom plate and transition web surface rear end is provided with nail array, for being connected with concrete structure.
- 17. the edge-beam of overlapping girder segment as claimed in claim 16, it is characterised in that the web provided with the nail array, Top plate, secondary top plate and transition web are additionally provided with hole array, for being connected with concrete structure.
- 18. the edge-beam of overlapping girder segment as claimed in claim 16, it is characterised in that the component of putting more energy into also includes making institute State the transition ribbed stiffener group that transition web connects with the bottom plate, web and roof reinforcement respectively.
- 19. the edge-beam of the overlapping girder segment as described in claim 1 or 15, it is characterised in that the interposition of the edge-beam Install as separated place and removable connection is carried out by bolt.
- A kind of 20. assembling method for the edge-beam for overlapping girder segment, for assembling as described in claim 1~19 any one Overlap the edge-beam of girder segment, it is characterised in that comprise the following steps：(1) the difference prefabricated web, bottom plate, panel, top plate and crossbeam connecting assembly；(2) bottom plate is vertically connected on to the lower edge of the web, the top plate is vertically connected on close to the web The position of top edge, to form the agent structure of the edge-beam；(3) component of being put more energy into described in part is added in the assembled agent structure is completed；(4) panel is connected to the top edge of the web, and the remaining component of putting more energy into is added；(5) the crossbeam connecting assembly is connected to the medial surface of the web, to complete the assembly of edge-beam.
- 21. assembling method as claimed in claim 20, it is characterised in that also include the prefabricated group of putting more energy into before step (3) The step of part, it is prefabricated belong to the component of putting more energy into the first transverse stiffener and the second transverse stiffener when, described first laterally The length direction of ribbed stiffener and/or the second transverse stiffener leaves amount of contraction of putting more energy into, and the amount of contraction of putting more energy into laterally adds with first The lenth ratio of strength rib or the second transverse stiffener is 0.8~1.7mm:1000mm.
- 22. assembling method as claimed in claim 21, it is characterised in that laterally add in first transverse stiffener or second It is 1.5~1.7 times of the other end that the length direction of strength rib, which leaves amount of contraction of putting more energy into towards the side of the edge-beam front end,.
- 23. assembling method as claimed in claim 21, it is characterised in that laterally add in first transverse stiffener and second Strength rib is also reserved with groove with the web junction.
- 24. assembling method as claimed in claim 20, it is characterised in that described in the prefabricated panel in step (1) The length direction of panel leaves panel amount of contraction, and the panel amount of contraction and panel length ratio are 0.8~1.7mm:1000mm.
- 25. assembling method as claimed in claim 20, it is characterised in that described in the prefabricated panel in step (1) Panel is in also leaving milling side surplus before assembly on width, milling side surplus is 5mm~10mm, and the panel is in assembly Milling side after end；And/or the connection method held out against between the panel and the web using polishing.
- 26. assembling method as claimed in claim 25, it is characterised in that the panel with the web assembly before, in advance It is connected with the first vertical stiffener for belonging to component of putting more energy into.
- 27. assembling method as claimed in claim 20, it is characterised in that in step (5), belong to the crossbeam connecting assembly Cantilever diaphragm fishplate bar and the shaping of crossbeam bottom plate fishplate bar pre-assembly, then the crossbeam connecting assembly is connected to the web Medial surface.
- 28. assembling method as claimed in claim 27, it is characterised in that treat that the crossbeam connecting assembly is connected to the web Medial surface after, rule and drill out the manhole.
- 29. assembling method as claimed in claim 20, it is characterised in that after the step (5), in addition to step：Anchor is drawn The anchor tie plate assembly of structure is in the top edge front end of the web.
- 30. assembling method as claimed in claim 20, it is characterised in that before the step (1), the web and transition Web is assembled in advance or connection, and/or, the top plate and the secondary top plate are assembled in advance or be connecteds, or the top plate pushes up with secondary Plate is integrally formed.
- 31. assembling method as claimed in claim 30, it is characterised in that further comprising the steps of after step (5)：On the side Positioned on girder and drill out to strengthen nail corresponding to the nail array of the edge-beam intensity；And/or on the edge-beam Position and drill out be easy to fluid by or the hole array of interspersed reinforcement members corresponding to through hole.
- 32. assembling method as claimed in claim 31, it is characterised in that WELDING STUDS or bar dowel are installed in the nail； And/or run through reinforcing bar into the part hole array.
- 33. assembling method as claimed in claim 31, it is characterised in that the reinforcing bar length be less than or equal to the top plate, The width of bottom plate or secondary top plate.
- 34. assembling method as claimed in claim 20, it is characterised in that also include step after step (5)：Completed in welding Separated place at positioning at least one in the middle part of the edge-beam, in the separated place, cutting edge-beam is at least two cross-talk edge-beams.
- 35. assembling method as claimed in claim 34, it is characterised in that after cutting edge-beam, in point of the sub- edge-beam Every the corresponding laying bolt in place.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711251594.3A CN107794833A (en) | 2017-12-01 | 2017-12-01 | Overlap the edge-beam and its assembling method of girder segment |
| CN202210016519.3A CN114197289A (en) | 2017-12-01 | 2017-12-01 | Assembling method of superposed beam type steel-concrete combined section |
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| CN201711251594.3A CN107794833A (en) | 2017-12-01 | 2017-12-01 | Overlap the edge-beam and its assembling method of girder segment |
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| CN201711251594.3A Pending CN107794833A (en) | 2017-12-01 | 2017-12-01 | Overlap the edge-beam and its assembling method of girder segment |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108755391A (en) * | 2018-07-26 | 2018-11-06 | 中铁大桥勘测设计院集团有限公司 | A kind of main beam structure and bridge |
| CN110158449A (en) * | 2019-06-03 | 2019-08-23 | 中国铁路设计集团有限公司 | A kind of beams of concrete cable-stayed bridge anchor tie plate structure |
| CN111560846A (en) * | 2020-04-30 | 2020-08-21 | 中交路桥华南工程有限公司 | Method for mounting bridge deck system steel longitudinal and transverse beams |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202116971U (en) * | 2011-04-08 | 2012-01-18 | 湖北省交通规划设计院 | Structure of prefabricated split profile steel-concrete hybrid beam combined part |
| CN202809478U (en) * | 2012-10-11 | 2013-03-20 | 中交第二公路勘察设计研究院有限公司 | Edge main grider structure shaped like Chinese character 'shang' of concrete superposed beam cable-stayed bridge |
| CN104294747A (en) * | 2014-09-23 | 2015-01-21 | 同济大学 | Double-tower hybrid beam cable-stayed bridge system and construction method thereof |
| CN204252018U (en) * | 2014-11-25 | 2015-04-08 | 中铁第四勘察设计院集团有限公司 | Pressure bearing-type anchor tie plate structure cut by bridge steel girder |
| CN204662278U (en) * | 2015-05-31 | 2015-09-23 | 长安大学 | A kind of girder steel plug-in type mixing joist steel-mixed adapter section structure |
| CN208023387U (en) * | 2017-12-01 | 2018-10-30 | 中交路桥华南工程有限公司 | Overlap the edge-beam of girder segment |
-
2017
- 2017-12-01 CN CN202210016519.3A patent/CN114197289A/en active Pending
- 2017-12-01 CN CN201711251594.3A patent/CN107794833A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202116971U (en) * | 2011-04-08 | 2012-01-18 | 湖北省交通规划设计院 | Structure of prefabricated split profile steel-concrete hybrid beam combined part |
| CN202809478U (en) * | 2012-10-11 | 2013-03-20 | 中交第二公路勘察设计研究院有限公司 | Edge main grider structure shaped like Chinese character 'shang' of concrete superposed beam cable-stayed bridge |
| CN104294747A (en) * | 2014-09-23 | 2015-01-21 | 同济大学 | Double-tower hybrid beam cable-stayed bridge system and construction method thereof |
| CN204252018U (en) * | 2014-11-25 | 2015-04-08 | 中铁第四勘察设计院集团有限公司 | Pressure bearing-type anchor tie plate structure cut by bridge steel girder |
| CN204662278U (en) * | 2015-05-31 | 2015-09-23 | 长安大学 | A kind of girder steel plug-in type mixing joist steel-mixed adapter section structure |
| CN208023387U (en) * | 2017-12-01 | 2018-10-30 | 中交路桥华南工程有限公司 | Overlap the edge-beam of girder segment |
Non-Patent Citations (2)
| Title |
|---|
| 姜文等: "混合体系斜拉桥钢混结合段试验模型研究", 《公路工程》, pages 102 - 107 * |
| 彭元诚等: "大跨度混合式叠合梁斜拉桥设计特色与关键技术", 《中外公路》, pages 135 - 138 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108755391A (en) * | 2018-07-26 | 2018-11-06 | 中铁大桥勘测设计院集团有限公司 | A kind of main beam structure and bridge |
| CN110158449A (en) * | 2019-06-03 | 2019-08-23 | 中国铁路设计集团有限公司 | A kind of beams of concrete cable-stayed bridge anchor tie plate structure |
| CN111560846A (en) * | 2020-04-30 | 2020-08-21 | 中交路桥华南工程有限公司 | Method for mounting bridge deck system steel longitudinal and transverse beams |
| CN111560846B (en) * | 2020-04-30 | 2022-02-11 | 中交路桥华南工程有限公司 | Method for mounting bridge deck system steel longitudinal and transverse beams |
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| CN114197289A (en) | 2022-03-18 |
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Effective date of registration: 20181109 Address after: 528400 19, 3, Central Plaza, 1 Xing Zheng Road, East District, Zhongshan, Guangdong. Applicant after: Road & Bridge South China Engineering Co., Ltd. Applicant after: Road & Bridge International Co., Ltd. Address before: 528400 19, 3, Central Plaza, 1 Xing Zheng Road, East District, Zhongshan, Guangdong. Applicant before: Road & Bridge South China Engineering Co., Ltd. |
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Inventor after: Xia Hui Inventor after: Gao Shiqiang Inventor after: Xiao Xiangrong Inventor after: Liu Huaigang Inventor after: Zhang Huichang Inventor after: Lei Zhichao Inventor after: Yang Weiping Inventor after: Yang Jie Inventor after: Zhao Shenghui Inventor before: Liu Huaigang Inventor before: Gao Shiqiang Inventor before: Xiao Xiangrong Inventor before: Xia Hui Inventor before: Zhang Huichang Inventor before: Lei Zhichao Inventor before: Yang Weiping Inventor before: Yang Jie Inventor before: Zhao Shenghui |