CN206052525U - A kind of V-arrangement web beam structure - Google Patents
A kind of V-arrangement web beam structure Download PDFInfo
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- CN206052525U CN206052525U CN201621009838.8U CN201621009838U CN206052525U CN 206052525 U CN206052525 U CN 206052525U CN 201621009838 U CN201621009838 U CN 201621009838U CN 206052525 U CN206052525 U CN 206052525U
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Abstract
The utility model discloses a kind of V-arrangement web beam structure, include top board, base plate positioned at top board below the and left and right two V-arrangement webs that are symmetrically connected to top board and base plate between with the combined box beam that the bridge lower support body is fastened, the combined box beam is erected at including bridge lower support system；The top board and base plate are the concrete slab poured by high-strength concrete, the V-arrangement web is made up of multiple V-arrangement precoated plates and the vertical bridge in its edge is to laying, along vertical bridge to being laid from front to back, the V-arrangement precoated plate is the concrete prefabricated board poured by ultra-high performance concrete to multiple V-arrangement precoated plates.This utility model simple structure, reasonable in design and easy construction, using effect are good, superior in durability, using high-strength concrete top board and high-strength concrete base plate, and combine high performance concrete V-arrangement web, can effectively improve the stress performance and durability of bridge.
Description
Technical field
This utility model belongs to technical field of bridge construction, more particularly, to a kind of V-arrangement web beam structure.
Background technology
Conventional prestressed concrete continuous beam, continuous rigid frame bridge are most widely used in current China's traffic engineering
A kind of bridge structure form, generally using box-beam structure, applicable across footpath is from 60m to 330m.Engineering practice for many years reflects pre-
There are many structural issues in prestressed concrete box girder bridge, in terms of being mainly reflected in three below：Firstth, from great：Structure
More than the 80%～90% of total internal force is accounted for from focusing in controlling sections internal force design load, across footpath is bigger, this ratio is also just bigger,
This constrains the span ability of bridge significantly, while being limited by Lifting Capacity, lifting tonnage is unsuitable excessive, therefore prestressing force is mixed
The across footpath of solidifying soil box girder bridge is typically not too large, and the problem so brought is：Basic quantity increases, and then causes to water currents
Greatly, set a roof beam in place often, a series of problems, such as the construction period is long；Secondth, due to conventional concrete tensile strength it is little the characteristics of, in order to
Across footpath is increased as much as possible, and Large Span Bridges improve section rigidity generally by the way of increasing section size and panel thickness
To meet structure stress requirement, box beam deadweight and construction costs are this not only adds, while also increasing difficulty of construction；3rd,
Box beam concrete web easily ftractures, and affects bridge force-bearing performance and durability.Concrete web due to stress complexity and
Can all there is diagonal crack in some reasons on Construction treatment, construction, major part, and it is firm that this diagonal crack not only results in bridge structure
The reduction of degree and intensity, can also accelerate the corrosion of reinforcing bar, and the reinforcing bar of corrosion can then cause the expansion of volume, so that concrete
Cracking, further destroys the stress performance of concrete, reduces the bearing capacity of the durability and structure of material, has influence on bridge
Attractive in appearance and service life etc..If bridge adopts steel construction or steel-mixed combinative structure, its across footpath can actually be compared with prestressed concrete
Continuous bridge has increase by a relatively large margin, but being easily corroded by steel construction is affected, and its later stage maintenance cost is high.Meanwhile, contain
Steel structure bridge cost is high, and its economy will be poor, and the engineering for seriously hindering steel construction or steel-mixed composite bridge should
With.
At present, have some large-span concrete box girder bridges adopt adopt in the middle part of main span Performance of High-Performance Lightweight Aggregate Concrete (as main span for
The Norway Manfred Stohl Ma Qiao of 301m) and main span in the middle part of adopt steel box-girder (as main span is multiple for the Chongqing Shibanpo Bridge over Yangtze River of 330m
Line bridge) etc. mode improving its span ability, also have using methods such as web vertical presstressed reinforcing steels to reduce box beam risk,
Although these methods have certain effect, these conceptual designs and work progress are complex, while the problem of box beam
Essence solution is not obtained yet.
Utility model content
Technical problem to be solved in the utility model is for above-mentioned deficiency of the prior art, there is provided a kind of V-arrangement
Web beam structure, its simple structure, reasonable in design and easy construction, using effect are good, superior in durability, using high-strength
Concrete roof and high-strength concrete base plate, and high performance concrete V-arrangement web is combined, the stress performance of bridge can be effectively improved
And durability.
To solve above-mentioned technical problem, the technical solution adopted in the utility model is：A kind of V-arrangement web beam structure,
It is characterized in that：It is including bridge lower support system and the combined box beam that the bridge lower support body is fastened is erected at, described
Combined box beam includes top board, two V-arrangement abdomens being symmetrically connected between top board and base plate of the base plate below top board and left and right
Plate；The top board and base plate are the concrete slab poured by high-strength concrete, and the V-arrangement web is prefabricated by multiple V-arrangements
Plate is constituted and which is along bridge is indulged to laying, and, along vertical bridge to being laid from front to back, the V-arrangement is prefabricated for multiple V-arrangement precoated plates
Plate is the concrete prefabricated board poured by ultra-high performance concrete.
A kind of above-mentioned V-arrangement web beam structure, is characterized in that：The top board and base plate are by C55 high-strength concretes
The concrete cast-in-place slab for pouring.
A kind of above-mentioned V-arrangement web beam structure, is characterized in that：The top and the bottom of the V-arrangement precoated plate respectively with top board and
Base plate connects.
A kind of above-mentioned V-arrangement web beam structure, is characterized in that：Between the V-arrangement precoated plate top and top board and institute
State；
The V-arrangement precoated plate is formed by connecting in the symmetrical tilting precoated plate laid by two, and two tiltings are pre-
Junction between the top of making sheet and two tilting precoated plate bottoms is provided with PBL shear connectors, the PBL
Shear connector is along vertical bridge to laying.
A kind of above-mentioned V-arrangement web beam structure, is characterized in that：Prestressing force is provided with one tilting precoated plate
Reinforcing bar.
A kind of above-mentioned V-arrangement web beam structure, is characterized in that：The thickness of the V-arrangement precoated plate be 12cm～18cm, institute
The thickness for stating top board is 26cm～30cm, and the thickness of the base plate is 40cm～100cm.
A kind of above-mentioned V-arrangement web beam structure, is characterized in that：The combined box beam also includes the vertical bridge in multiple edges to by front
To the diaphragm plate of rear laying, the spacing between the two neighboring diaphragm plate is 15m～30m；The diaphragm plate is in vertically to cloth
And if which is laid along direction across bridge, the diaphragm plate is concrete cast-in-place slab.
A kind of above-mentioned V-arrangement web beam structure, is characterized in that：External prestressing steel beam is provided with the combined box beam
With prestressing with bond steel beam；The external prestressing steel beam is located between top board and base plate, is respectively provided with the top board and base plate
There is prestressing with bond steel beam.
This utility model has advantages below compared with prior art：
1st, simple structure, it is reasonable in design and put into construction cost it is relatively low.
2nd, combined box beam reasonable in design, including top board, base plate and left and right two be symmetrically connected to top board and base plate it
Between V-arrangement web；Top board and base plate are the concrete slab poured by high-strength concrete, and V-arrangement web is prefabricated by multiple V-arrangements
Plate constitute and its along vertical bridge to laying, along vertical bridge to being laid from front to back, V-arrangement precoated plate is by surpassing to multiple V-arrangement precoated plates
The concrete prefabricated board that high performance concrete is poured.
3rd, flexibly, top board and base plate both can be with cast-in-place, it is also possible to prefabricated for combined box beam easy construction and form of construction work.
4th, combined box beam using effect is good and practical value is high, with advantages below：Firstth, high-strength concrete top, base plate
And ultra-high performance concrete web ensure that combined box beam has enough intensity, and thickness requirements are low, effectively can mitigate
10% deadweight of combined box beam, so as to effectively lift the span ability of combined box beam, and strengthens its anti-seismic performance；Secondth, by
It is big from heavy and light, across footpath in combined box beam, therefore bridge pier quantity can be substantially reduced, reduce construction costs；3rd, due to superelevation
The high compactness of energy concrete, its anticorrosive grade durability index have a distinct increment compared with normal concrete；4th, very-high performance
The concrete strength of concrete web is high, and the side for bearing principal tensile stress in web arranges deformed bar, can resist
The tension being likely to occur in Large Span Bridges, for good and all avoids the cracking in webs problem of Large Span Bridges；5th, it is vertical along bridge
External pre-stress bundle to arrangement can be changed at any time, be conducive to the maintenance and reinforcing in bridge later stage；6th, adopt in this utility model
Construction method is cantilever pouring, due to ultra-high performance concrete V-arrangement web can in-situ precast, and web top both sides and
It is connected using PBL shear connectors between groove part and high-strength concrete top, base plate so that in actual cantilever pouring construction,
Every section of cantilever length can increase to 4m～5m from conventional 3m～4m, be conducive to accelerating construction progress and reduction of erection time etc..
5th, the construction method step that adopted is simple, constructs convenient rapid, in precasting yard by ultra-high performance concrete web
Prefabricated, high-strength concrete top, base plate can be cast-in-place, also can be prefabricated, and PBL shear connectors are adopted between web and box beam top, base plate
It is connected, its technological process is simple, low to construction equipment demand, it is ensured that the feasibility of construction；And it is easy construction, fast
It is prompt, rapid, it is significant for guarantee duration, raising efficiency of construction, while the combined box beam function admirable of construction molding, especially
Which is applied to the construction of large span beam section.
In sum, this utility model is reasonable in design, easy construction and using effect is good, using high-strength concrete top board with
High-strength concrete base plate, and high performance concrete V-arrangement web is combined, the stress performance and durability of bridge can be effectively improved.
Below by drawings and Examples, the technical solution of the utility model is described in further detail.
Description of the drawings
Fig. 1 is structural representation of the present utility model.
A-A sectional views of the Fig. 2 for Fig. 1.
B-B sectional views of the Fig. 3 for Fig. 1.
Structural representations of the Fig. 4 for this utility model V-arrangement precoated plate.
Fig. 5 is construction method FB(flow block) of the present utility model.
Fig. 6 is the Construction State schematic diagram after the completion of the construction of this utility model bridge lower support system is completed.
Fig. 7 is the Construction State schematic diagram before bridge section in this utility model bridge and two end bay beam sections closures.
Fig. 8 is the Construction State schematic diagram after the two end bay beam section closures of this utility model bridge.
Fig. 9 is the Construction State schematic diagram after the completion of this utility model construction.
Description of reference numerals:
1-1-the first bridge pier；1-2-the second bridge pier；The bridge piers of 1-3-the 3rd；
The bridge piers of 1-4-the 4th；2-combined box beam；2-1-top board；
2-2-base plate；2-3-V-arrangement web；2-31-PBL shear connectors；
2-32-deformed bar；2-4-external prestressing steel beam；2-5-diaphragm plate；
2-6-prestressing with bond steel beam；3-pile foundation；4-cushion cap；
5-1-midspan closing beam section；5-2-end bay closure beam section；6-1-the first beam section；
6-2-the second beam section；The beam sections of 6-3-the 3rd；6-4-fourth beam section；
7-deck installation structure.
Specific embodiment
As shown in Figure 1, Figure 2 and Figure 3, this utility model includes bridge lower support system and is erected at the bridge bottom
Combined box beam 2 on support system, the combined box beam 2 include top board 2-1, the base plate 2-2 below top board 2-1 and left and right
Two V-arrangement web 2-3 being symmetrically connected between top board 2-1 and base plate 2-2；The top board 2-1 and base plate 2-2 are by high-strength
The concrete slab of concreting, the V-arrangement web 2-3 is made up of multiple V-arrangement precoated plates and which is along bridge is indulged to laying, many
The individual V-arrangement precoated plate along vertical bridge to being laid from front to back, the V-arrangement precoated plate be poured by ultra-high performance concrete and
Into concrete prefabricated board.
In the present embodiment, the top board 2-1 and base plate 2-2 is the concrete cast-in-situ poured by high-strength concrete
Plate.
During practice of construction, the top board 2-1 and base plate 2-2 can also be the concrete poured by high-strength concrete
Precoated plate.
Wherein, high-strength concrete refers to strength grade for C60 and its concrete of the above；Ultra-high performance concrete, referred to as
UHPC (Ultra-High Performance Concrete), also referred to as RPC (RPC, Reactive
Powder Concrete)。
In the present embodiment, the top board 2-1 and base plate 2-2 is to be showed by the concrete that C55 high-strength concretes are poured
Pour plate.
Also, the C55 high-strength concretes adopted by the top board 2-1 and base plate 2-2 are the high-strength coagulations of conventional C55
Soil.
During practice of construction, the two V-arrangement web 2-3 and top board 2-1 and base plate 2-2 are poured and are integrated.
In the present embodiment, the bending and tensile strength of the adopted ultra-high performance concrete of the V-arrangement precoated plate be 20MPa～
40MPa and its comprcssive strength are 200MPa～300MPa.
When actually used, the ultra-high performance concrete can adopt RPC, very-high performance fiber reinforcement
Concrete or slip casting fiber concrete, it would however also be possible to employ closely knit with rib reinforced composite material or engineering latex composite material.
In the present embodiment, the ultra-high performance concrete is RPC.
During reality processing, the V-arrangement precoated plate is V-shaped.
Also, the top and the bottom of the V-arrangement precoated plate are connected with top board 2-1 and base plate 2-2 respectively.
In the present embodiment, between the V-arrangement precoated plate top and top board 2-1 and the V-arrangement precoated plate bottom and base plate
It is attached by PBL shear connector 2-31 between 2-2.
In the present embodiment, the PBL shear connectors 2-31 is open pore steel plate connector, and the open pore steel plate connector is
Middle part is provided with the elongate steel plate of multiple through holes from front to back.
As shown in figure 4, the V-arrangement precoated plate is formed by connecting in the symmetrical tilting precoated plate laid by two, two institutes
The junction stated between the top of tilting precoated plate and two tilting precoated plate bottoms is provided with PBL Shear connections
Part 2-31, the PBL shear connectors 2-31 are along vertical bridge to laying.
As shown in figure 4, being provided with deformed bar 2-32 in a tilting precoated plate.
During practice of construction, deformed bar 2-32 is laid in the side that principal tensile stress is born in the V-arrangement precoated plate.
In the present embodiment, the thickness of the top board 2-1 is 26cm～30cm, the thickness of the base plate 2-2 be 40cm～
100cm。
Wherein, the thickness of the base plate 2-2 is carried out accordingly according to main span (i.e. middle bridge section) the across footpath size of combined box beam 2
Adjustment.The main span across footpath of the combined box beam 2 is bigger, and the thickness of base plate 2-2 is bigger.
During practice of construction, the thickness of the V-arrangement precoated plate is 12cm～18cm,
During practice of construction, the V-arrangement precoated plate in the V-arrangement web 2-3 can be low prefabricated in precasting yard, is easy to
Construction, is greatly improved efficiency of construction, and prefabricated quality is easy to ensure.Due to the V-arrangement precoated plate top and top board 2-1 it
Between and the V-arrangement precoated plate bottom and base plate 2-2 between be attached by PBL shear connector 2-31, PBL shearing connect
Fitting 2-31 can strengthen the collaborative work of V-arrangement web 2-3 and the top board 2-1 and base plate 2-2 of combined box beam, make combined box beam 2
Become the overall structure of a common opposing external force effect.
In the present embodiment, the thickness of the V-arrangement precoated plate is 15cm.During practice of construction, can be right according to specific needs
The thickness of the V-arrangement precoated plate is adjusted accordingly.
In the present embodiment, the combined box beam 2 also includes the vertical bridge in multiple edges to the diaphragm plate 2-5 for laying from front to back, phase
Spacing between two diaphragm plate 2-5 of neighbour is 15m～30m；The diaphragm plate 2-5 is in vertically to laying and which is along direction across bridge
Lay, the diaphragm plate 2-5 is concrete cast-in-place slab.
In the present embodiment, in the combined box beam 2, external prestressing steel beam 2-4 and prestressing with bond steel beam 2-6 is provided with；
The external prestressing steel beam 2-4 is located between top board 2-1 and base plate 2-2, is provided with the top board 2-1 and base plate 2-2
Prestressing with bond steel beam 2-6.
Wherein, the prestressing with bond steel beam 2-6 and external prestressing steel beam 2-4 is pre-stressing tendon and the two is equal
Along vertical bridge to laying.
In the present embodiment, the left and right sides of the base plate 2-2, the bottom of two V-arrangement web 2-3 and the top board 2-
1 left and right sides is provided with multiple tracks prestressing with bond steel beam 2-6.
Also, the left and right sides between the top board 2-1 and base plate 2-2 is provided with multiple tracks external prestressing steel beam 2-4.
Perforation that multiple confession external prestressing steel beam 2-4s pass through is provided with each described diaphragm plate 2-5.
During practice of construction, the laying line space design of above-mentioned diaphragm plate 2-5 rationally, can effectively reduce the torsion of combined box beam 2
Deformation and the deformation that distorts, and do not interfere with the installation of external prestressing steel beam 2-4.
In the present embodiment, the main span across footpath of institute's constructing continuous beam bridge is 100m, and base plate 2-2 thickness is 55cm, and top board 2-1 exists
The thickness of bridge axle centerline is 28cm, arranges 1 road diaphragm plate 2-5 in combined box beam 2 per 25 meters.
During practice of construction, can according to specific needs, to base plate 2-2 thickness, top board 2-1 and, diaphragm plate 2- in combined box beam 2
5 laying spacing is adjusted accordingly respectively.
As shown in figure 5, work progress of the present utility model is comprised the following steps：
Step one, the construction of bridge lower support system and V-arrangement precoated plate are prefabricated：The bridge lower support system is carried out
Construction, and to need in combined box beam 2 with all V-arrangement precoated plates carry out prefabricated respectively, refer to Fig. 6；
The bridge lower support system includes four bridge piers, and the combined box beam 2 is by middle bridge section, two end bay beam sections
It is formed by connecting with the pier top beam section that four are respectively supported on four bridge piers；
Step 2, combined box beam construction, process are as follows：
Step 201, the construction of pier top beam section：Four pier top beam sections are constructed respectively；
The construction of step 202, middle bridge section and end bay beam section：Using Hanging Basket to the middle bridge section and two end bay beams
Section is constructed respectively, obtains the combined box beam 2 that construction is completed, refers to Fig. 1 and Fig. 9；
When being constructed to the middle bridge section and two end bay beam sections using Hanging Basket, using the Hanging Basket and point
Multiple box girder segments are constructed, and each described box girder segment includes the symmetrical V-arrangement precoated plate laid in left and right two, connects
The top board sections for being connected to two V-arrangement precoated plate tops and the base plate sections for being connected to two V-arrangement precoated plate bottoms, institute
It is a sections in top board 2-1 to state top board sections, and the base plate sections is a sections in base plate 2-2；
Using the Hanging Basket to any one described, box girder segment is constructed when, first by described in two of the box girder segment
V-arrangement precoated plate is lifted in place, then carries out coagulation respectively to the top board sections and the base plate sections of the box girder segment respectively
Native pouring construction.
In the present embodiment, combined box beam 2 is carried out in work progress, also need to carry out multiple diaphragm plate 2-5 respectively
Construction.
Also, when constructing to multiple diaphragm plate 2-5, need to reserve in prestressed duct on diaphragm plate 2-5
Corrugated tube.
In the present embodiment, in step one to need in combined box beam 2 with all V-arrangement precoated plates carry out prefabricated respectively when, need
The corrugated tube that prestressed pore passage is continued to employ in advance is respectively mounted in all V-arrangement precoated plates.
In the present embodiment, during pier top beam section work progress neutralization procedure 202 is carried out in step 201, middle bridge section and side are carried out
In bridge section work progress, it is both needed to install pre- in the pier top beam section, the end bay beam section constructed and the middle bridge section
The corrugated tube that stress duct is continued to employ in advance.
In the present embodiment, in step 2 after the completion of combined box beam construction, deck paving knot need to be also laid on combined box beam 2
Structure 7, and guardrail is installed in 2 both sides of combined box beam, refer to Fig. 9.
Thus, in step 2 after the completion of combined box beam construction, deck paving and affiliated facility construction need to be completed.
Also, when constructing to the middle bridge section and two end bay beam sections, using cantilever pouring construction party
Method.
In the present embodiment, in step one four bridge piers along vertical bridge to be respectively from front to back the first bridge pier 1-1, second
Bridge pier 1-2, the 3rd bridge pier 1-3 and the 4th bridge pier 1-4；The combined box beam 2 includes middle bridge section, two end bay beam sections and four
The pier top beam section being respectively supported on four bridge piers, four pier top beam sections are respectively and are supported in the first bridge pier 1-1's
First beam section 6-1, the second beam section 6-2 being supported on the second bridge pier 1-2, the 3rd beam section 6-3 being supported on the 3rd bridge pier 1-3
With fourth beam section 6-4 being supported on the 4th bridge pier 1-4, the middle bridge section positioned at the second bridge pier 1-2 and the 3rd bridge pier 1-3 it
Between, an end bay beam section is located between the first bridge pier 1-1 and the second bridge pier 1-2, and another described end bay beam section is located at
Between 3rd bridge pier 1-3 and the 4th bridge pier 1-4；Before and after the middle bridge section, both sides pass through the second beam section 6-2 and the 3rd respectively
Beam section 6-3 is connected with two end bay beam sections, first beam section 6-1 and fourth beam section 6-4 respectively with two end bays
Beam section connects；
External prestressing steel beam 2-4 and prestressing with bond steel beam 2-6 is provided with the combined box beam 2；It is described external pre-
Stress steel beam 2-4 is located between top board 2-1 and base plate 2-2, is provided with prestressing with bond in the top board 2-1 and base plate 2-2
Steel beam 2-6；
When constructing to four pier top beam sections in step 201, constructed using Support Method；
When middle bridge section and the construction of end bay beam section are carried out in step 202, using Hanging Basket to the middle bridge section and two institutes
Stating end bay beam section carries out constructing until closure respectively；
Before the middle bridge section is joined the two sections of a bridge, etc with two end bay beam sections, in advance should to external prestressing steel beam 2-4 and in vivo
Power steel beam 2-6 carries out tensioning respectively；After the middle bridge section with two end bay beam section closures, then to prestressing with bond steel
Beam 2-6 carries out tensioning.
Wherein, Support Method is conventional Support Method, particular by being constructed after support formwork are set up in pier side.It is right
When external prestressing steel beam 2-4 and prestressing with bond steel beam 2-6 carry out tensioning, using conventional method for stretching；Also, tensioning is complete
Prestress hole path pressure grouting is carried out into after and sealing off and covering anchorage is processed.
In the present embodiment, when constructing to four pier top beam sections in step 201, first to the second beam section 6-2 and
Three beam sections 6-3 are constructed, and refer to Fig. 6.
In the present embodiment, the middle bridge section includes front side beam section, rear side beam section and is connected to the front side beam section and institute
Midspan closing beam section 5-1 between rear side beam section is stated, two end bay beam sections include end bay girder section and are located at the side
End bay closure beam section 5-2 on the outside of across girder section.
In the present embodiment, four bridge piers are supported on cushion cap 4, and cushion cap 4 is supported in pile foundation 3.
In the present embodiment, when middle bridge section and the construction of end bay beam section are carried out in step 202, first from the two of the second beam section 6-2
Side is respectively symmetrically box girder segment one by one and one end bay girder section and the front side beam section is constructed, while from the 3rd beam
The both sides of section 6-3 are respectively symmetrically box girder segment one by one and end bay girder section another described and the rear side beam section are constructed,
Construction State refers to Fig. 7；After institute's casting concrete some strength, external prestressing steel beam 2-4 in tensioning combined box beam 2 with
Prestressing with bond steel beam 2-6；Afterwards, then to two end bay closure beam sections 5-2 construct, and tensioning prestressing with bond steel
Beam 2-6, Construction State refer to Fig. 8；Finally, across the closed beam section 5-1 of centering is constructed, and tensioning prestressing with bond steel beam 2-6,
Construction State refers to Fig. 9.
As shown in the above, the top board 2-1 and base plate 2-2 for being adopted due to combined box beam 2 poured by high-strength concrete and
Into the V-arrangement web 2-3 for being adopted is formed by ultra-high performance concrete is prefabricated, ensure that combined box beam 2 has enough strong
Degree, and thickness requirements are low, can effectively mitigate 10% deadweight of combined box beam 2, so as to effectively lift the leap energy of combined box beam 2
Power, and strengthen its anti-seismic performance.As combined box beam 2 is big from heavy and light, across footpath, therefore the quantity of bridge pier can be substantially reduced,
Reduce construction costs.Further, since the high compactness of ultra-high performance concrete, its anticorrosive grade durability index is relatively common to be mixed
Solidifying soil has a distinct increment, and the intensity of the adopted ultra-high performance concretes of V-arrangement web 2-3 is high, and is bearing principal tensile stress
Side arrangement prestress reinforcing bar 2-32, the tension being likely to occur in being highly resistant to Large Span Bridges for good and all avoids
The cracking in webs problem of Large Span Bridges.During actually used, the external pre-stress bundle 2-4 being longitudinally arranged along bridge can at any time more
Change, be conducive to the maintenance and reinforcing in bridge later stage.Meanwhile, the construction method adopted in this utility model for cantilever pouring, due to V
Shape web 2-3 also can carry out at the scene it is prefabricated, and V-arrangement precoated plate described in V-arrangement web 2-3 and top board 2-1 and base plate 2-2 it
Between be connected by PBL shear connectors 2-31 so that in the construction of actual cantilever pouring, every section of cantilever length can be from conventional 3m
～4m increases to 4m～5m, is conducive to accelerating construction progress, and can the reduction of erection time.
The above, is only preferred embodiment of the present utility model, not this utility model is imposed any restrictions, every
Any simple modification, change and equivalent structure change above example made according to this utility model technical spirit, still
Belong in the protection domain of technical solutions of the utility model.
Claims (8)
1. a kind of V-arrangement web beam structure, it is characterised in that：Including bridge lower support system and being erected under the bridge
Combined box beam (2) on portion's support system, the combined box beam (2) include top board (2-1), the bottom below top board (2-1)
Two V-arrangement webs (2-3) being symmetrically connected between top board (2-1) and base plate (2-2) of plate (2-2) and left and right；Top board (the 2-
1) and base plate (2-2) be the concrete slab poured by high-strength concrete, the V-arrangement web (2-3) is prefabricated by multiple V-arrangements
Plate is constituted and which is along bridge is indulged to laying, and, along vertical bridge to being laid from front to back, the V-arrangement is prefabricated for multiple V-arrangement precoated plates
Plate is the concrete prefabricated board poured by ultra-high performance concrete.
2. according to a kind of V-arrangement web beam structure described in claim 1, it is characterised in that：The top board (2-1) and base plate
(2-2) it is the concrete cast-in-place slab that poured by C55 high-strength concretes.
3. according to a kind of V-arrangement web beam structure described in claim 1 or 2, it is characterised in that：The V-arrangement precoated plate
Top and the bottom are connected with top board (2-1) and base plate (2-2) respectively.
4. according to a kind of V-arrangement web beam structure described in claim 1 or 2, it is characterised in that：On the V-arrangement precoated plate
Pass through PBL shear connector (2- between portion and top board (2-1) and between the V-arrangement precoated plate bottom and base plate (2-2)
31) it is attached；
The V-arrangement precoated plate is formed by connecting in the symmetrical tilting precoated plate laid by two, two tilting precoated plates
Top and two tilting precoated plate bottoms between junction be provided with PBL shear connectors (2-31), it is described
PBL shear connectors (2-31) are along vertical bridge to laying.
5. according to a kind of V-arrangement web beam structure described in claim 4, it is characterised in that：One tilting is prefabricated
Deformed bar (2-32) is provided with plate.
6. according to a kind of V-arrangement web beam structure described in claim 1 or 2, it is characterised in that：The V-arrangement precoated plate
Thickness is 12cm～18cm, and the thickness of the top board (2-1) is 26cm～30cm, the thickness of the base plate (2-2) be 40cm～
100cm。
7. according to a kind of V-arrangement web beam structure described in claim 1 or 2, it is characterised in that：The combined box beam (2)
Also include vertical spacing of the bridge to the diaphragm plate (2-5) laid from front to back, between the two neighboring diaphragm plate (2-5) in multiple edges
For 15m～30m；The diaphragm plate (2-5) in vertically to lay and its along direction across bridge lay, the diaphragm plate (2-5) is coagulation
Native Bars In Poured Concrete Slab.
8. according to a kind of V-arrangement web beam structure described in claim 1 or 2, it is characterised in that：The combined box beam (2)
External prestressing steel beam (2-4) and prestressing with bond steel beam (2-6) are provided with inside；The external prestressing steel beam (2-4) is located at
Between top board (2-1) and base plate (2-2), in the top board (2-1) and base plate (2-2), prestressing with bond steel beam (2- is provided with
6)。
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| CN201621009838.8U CN206052525U (en) | 2016-08-30 | 2016-08-30 | A kind of V-arrangement web beam structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201621009838.8U CN206052525U (en) | 2016-08-30 | 2016-08-30 | A kind of V-arrangement web beam structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106192726A (en) * | 2016-08-30 | 2016-12-07 | 西安公路研究院 | A kind of V-arrangement web beam structure and construction method thereof |
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2016
- 2016-08-30 CN CN201621009838.8U patent/CN206052525U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106192726A (en) * | 2016-08-30 | 2016-12-07 | 西安公路研究院 | A kind of V-arrangement web beam structure and construction method thereof |
| CN106192726B (en) * | 2016-08-30 | 2018-11-13 | 西安公路研究院 | A kind of V-arrangement web beam structure and its construction method |
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