CN105735100A - Full-steel-pipe concrete composite bridge - Google Patents
Full-steel-pipe concrete composite bridge Download PDFInfo
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- CN105735100A CN105735100A CN201610247468.XA CN201610247468A CN105735100A CN 105735100 A CN105735100 A CN 105735100A CN 201610247468 A CN201610247468 A CN 201610247468A CN 105735100 A CN105735100 A CN 105735100A
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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
- E01D1/00—Bridges in general
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/268—Composite concrete-metal
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Abstract
The invention belongs to the technical field of bridge building engineering, and in particular relates to a full-steel-pipe concrete composite bridge. The full-steel-pipe concrete composite bridge comprises a bridge body, piers and a bridge panel arranged on the bridge body, wherein the bridge body comprises an upper chord tube, a lower chord tube, and web tubes arranged between the upper chord tube and the lower chord tube; concrete is poured into the upper chord tube, the lower chord tube and the web tubes, so that the upper chord tube, the lower chord tube and the web tubes form a steel tube concrete structure; each pier comprises a pile foundation and a pier body which is arranged on the pile foundation and connected with the bridge body; each pier body is of a steel tube concrete structure. The bridge body and the pier bodies of the piers are of the steel tube concrete structures to be unified in structure and mechanical property, so that the bridge is high in integrality; under stress, the bridge body and the pier bodies are in intercoordination, so that the bridge is high in reliability and stability; as the pier bodies adopt the steel tube concrete structures, use of a large quantity of templates is avoided, construction procedures are reduced, and the construction difficulty and the construction cost are reduced.
Description
Technical field
The invention belongs to bridge construction field of engineering technology, be specifically related to a kind of all-steel-pipe concrete composite bridge.
Background technology
In construction engineering technical field, known, concrete comprcssive strength is high, but bending resistance is very weak, and the bending resistance of steel, particularly shaped steel is strong, has a good elastoplasticity, but when pressurized easy unstability and lose axial compression resistance ability.So, in order in conjunction with the two feature performance benefit, concrete filled steel tube has occurred among the visual field of people.
Concrete filled steel tube refers to fill concrete in steel pipe, makes steel pipe and core concrete thereof can jointly bear the structural elements of external load effect.When stress, concrete is in side loaded state, and its comprcssive strength can significantly improve, simultaneously because concrete existence, improves the rigidity of steel pipe, and both play a role jointly, thus greatly increasing bearing capacity.
In technical field of bridge engineering, by its structural system, beam bridge, arcuately bridge, rigid frame bridge, cable-stayed bridge, the big class of suspension bridge five can be divided into.
Beam bridge for above-mentioned: its primary structure includes bridge pier and beam body, the girder of beam body is main supporting member, and it is curved that loading characteristic is that girder is subject to, and girder main material is armored concrete, prestressed concrete, is used for Short/Medium Span Bridge.It has the advantages of: adopt the beam bridge that reinforced concrete is built to gather materials on the spot, industrialized construction, good endurance, strong adaptability, good integrity and attractive in appearance；This bridge type all develops to obtain comparative maturity in design theory and construction technology.But there is also the shortcoming that can not be ignored: such as: its structure itself from great, account for the 30% to 60% of whole design load, and the shared ratio of span its deadweight more big more enlarge markedly, and greatly limit its span ability.
In order to solve the problems referred to above, concrete filled steel tube has been used in beam bridge structure by those skilled in the art, beam body adopts girder frame structure, its girder truss usually includes wind up pipe and lower chord tube, winding up, between pipe and lower chord tube, some cornicals are set, winding up, pipe arranges floorings, and at the fill concrete in pipe that winds up, make the pipe formation concrete filled steel tube that winds up, so, by adopting girder truss as beam body, reduce deadweight and the volume of beam body to a certain extent, improve the span ability of beam body.
But, along with going deep into of research, present inventor finds when actual design is constructed, this employing girder truss of fill concrete in pipe that winds up still also exists deficiency, first, adopts girder truss as beam body, steel using amount is very big, the building cost increasing bridge sharply；
On the other hand, due to only at the fill concrete in pipe that winds up, girder truss globality is poor, although winding up, the strength and stiffness of pipe are improved, but, the structural strength of lower chord tube and cornical and rigidity are still more weak, that is when design, it is merely able to be designed according to steel pipe truss structures and check, the contribution to overall truss structure strength and stiffness of the pipe inner concrete can not be counted, so, in order to ensure the reliability of girder truss, its result is to cause that steel using amount is big, lack economic advantages, lose bridge type competitiveness；Under actual loading environment, cornical is limited primarily by axial pressure, and the axial pressure-bearing of steel pipe is more weak, so, in order to ensure the reliability of cornical, in addition it is also necessary to increase or thicken cornical, or more cornical is set, so, also further adds building cost；
Another further aspect, it is all reinforced concrete structure due to current bridge pier structure, is difficult between the mechanical property of the bridge pier of reinforced concrete structure and the girder truss of concrete filled steel tube form mutually coordinated unification, so, adopting the bridge of said structure, its globality is not good.
Summary of the invention
It is an object of the invention to, for the problems referred to above that current bridge structure exists, it is provided that one can either reduce difficulty of construction, save construction cost, the reduction of erection time, there is again the bridge structure of good integrity.
In order to realize foregoing invention purpose, the invention provides techniques below scheme:
A kind of all-steel-pipe concrete composite bridge, including beam body, bridge pier and the floorings that are arranged in described beam body, described beam body is steel-pipe concrete truss, described beam body includes wind up pipe and lower chord tube, and the cornical between pipe and lower chord tube that winds up described in being arranged on, concrete all it is perfused with in described wind up pipe, lower chord tube and cornical, wind up described in making pipe, lower chord tube and cornical all forms concrete filled steel tube, described bridge pier includes pile foundation and the pier shaft being arranged in described pile foundation and being connected with described beam body, and described pier shaft is concrete filled steel tube.
The all-steel-pipe concrete composite bridge of the application, is both configured to concrete filled steel tube by the pier shaft of beam body and bridge pier so that the two structure is unified, mechanical property is unified, bridge is made to have good globality, mutually coordinated when stress, it is ensured that bridge has good reliability and stability；Select concrete filled steel tube as pier shaft, when construction, first pier shaft steel pipe is arranged in pile foundation, then directly at pier shaft pouring concrete within steel pipe, directly avoid the use of a large amount of template, it is not required that before concrete perfusion, roll framework of steel reinforcement, saved working procedure, reduce difficulty of construction and construction cost, also shorten the construction period；On the other hand, after building, more traditional armored concrete pier shaft, maintenance processes is simple, and curing time is short, also further reduces construction cost；Another further aspect, owing to the periphery of concrete filled steel tube is steel pipe, concrete is all covered by steel pipe, it is to avoid concrete is subject to outside and washes away, so also make pier shaft quality have good stability and reliability；
On the other hand, due at all concrete perfusions that winds up in pipe, lower chord tube and cornical, first it is so that wind up pipe, lower chord tube and cornical all become concrete filled steel tube, so improve the strength and stiffness of each component and then the strength and stiffness of raising girder frame structure, when reaching identical support strength, relatively steel pipe truss beam, the steel pipe that specification is less can be adopted, reduce rolled steel dosage, and then reduce the manufacturing cost of girder truss；
Another further aspect, the steel-pipe concrete truss of the application, due to the pipe that winds up, lower chord tube and cornical are all concrete filled steel tube, and then make the pipe that winds up, the mechanical property of lower chord tube and cornical is unified, in girder truss design and checking computations process, can directly using concrete filled steel tube as design and checking computations basic building block, so, the contribution of overall truss structure strength and stiffness is also counted by pipe inner concrete, so, first it is so that the specification of each component can be designed to be more accurate, while avoiding waste of material, improve again the reliability of truss structure；And, adopt the steel-pipe concrete truss structure of the application, in design and checking computations stage, namely can by pipe inner concrete to the contribution calculation of overall truss structure strength and stiffness interior, and then can the less concrete filled steel tubular member of preferred dimension specification, reduce girder truss cost further；And, owing to the dimensions of concrete filled steel tubular member is less, its deadweight is also less, say, that reduces girder truss deadweight and accounts for the ratio of girder truss design load, so, also further improve the application girder frame structure bearing capacity, when reaching identical bearing capacity, it is possible to adopt more small dimension size concrete filled steel tube, so, the manufacturing cost of girder truss is also further reduced；
Another further aspect, the steel pipe concrete truss structure of the application, owing to being all perfused with concrete inside wind up pipe, lower chord tube and cornical, so, concrete, while starting raising element mechanics performance, also makes steel pipe inner wall and air exclusion, reduce or directly stop the risk of steel pipe inner wall generation corrosion, so, also improve the anti-corrosion ability of girder truss, further improve the reliability of girder frame structure.
As preferably, described in wind up the concrete in the concrete in pipe, the concrete in lower chord tube and cornical, each is separate.
In the such scheme of the application, wind up the concrete in pipe, concrete in lower chord tube and the concrete in cornical, each is separate, namely, wind up pipe, concrete in lower chord tube and cornical is independent from, that is, the girder frame structure of the application, be by concrete filled steel tube cornical and concrete filled steel tube wind up pipe with and concrete filled steel tube lower chord tube be formed by connecting, in design and checking computations process, the force analysis making each component is simpler and accurate, it is more beneficial under ensureing the premise of support strength and rigidity, the waste avoiding each scantling excessive and to cause, further reduce the manufacturing cost of girder frame structure, and, be also due to the design of each component and check convenient accurately, also further improve the reliability and stability of the application girder frame structure.
As preferably, described in the pipe that winds up be coated in the bridge deck concrete of bridge.
nullIn the such scheme of the application，The pipe that will wind up is coated in bridge deck concrete，The girder frame structure of corresponding the application，Substantially its pipe that winds up has been not limited to the vertical supporting effect of tradition girder frame structure，It is supported directly on floorings relative to the cornical of the application，That is in the girder frame structure of the application，The support of bridge floor plate is mainly provided by lower chord tube and cornical，First it is the design and the checking computations that further facilitate the application girder frame structure，Simplify actual support structure，What is more important，Owing to reducing the requirement that floorings are supported by the pipe that winds up，Also the requirement of strength to the pipe that winds up and rigidity requirement are just reduced，And then，Relative to common girder frame structure，Can significantly reduce the diameter of the pipe that winds up，So，Significantly reduce the steel using amount of the application girder frame structure，Further reduce the manufacturing cost of the application girder truss，And the significantly reduction due to the pipe diameter that winds up，While facilitating girder frame structure to manufacture，Also reduce the deadweight of girder truss，Can further reduce girder truss deadweight and account for the ratio of girder truss design load，Can further optimize the structure of the application lower chord tube and cornical；
On the other hand, for floorings, owing to the pipe that winds up of the application girder truss is coated on wherein, first it is to ensure that the reliability being connected between girder truss with floorings, and then has improved stability and the reliability of bridge structure；Moreover, it is also possible to reduce the connector of truss frame for connecting beam and floorings, while reducing cost, decrease workload and the maintenance cost of later maintenance；Meanwhile, the pipe that winds up is also used as the reinforcement of floorings, improves the structural strength of floorings, particularly substantially being strengthened along the intensity winded up on length of tube direction, so, also further increases the reliability and stability of bridge.
As preferably, the concrete in described cornical and bridge deck concrete are integral type structure.
In the such scheme of the application, the concrete of cornical and the bridge deck concrete of bridge are integral type structure, further improve connection reliability between the application girder truss and floorings, also further reduce the requirement to the pipe support strength that winds up simultaneously, so, can further reduce the diameter of the pipe that winds up, further save manufacturing cost；
On the other hand, for floorings, it is integral type structure with the concrete in cornical, when building, it is possible to build the concrete in floorings and cornical simultaneously, simplify working procedure, shorten the duration, further reduces bridge construction cost；
Another further aspect, owing to the concrete in floorings and cornical is integral type structure, and in the girder frame structure of the application, cornical is multiple, while ensureing girder truss excellent support floorings, the concrete filled steel tube of cornical plays again the effect strengthening floorings, not only further improve floorings at the strength and stiffness gone up along its length, but also improve support strength and the rigidity of floorings vertical direction, the reliability and stability of further bridge, say from another point of view, the strength and stiffness requirement of floorings can also be reduced, and then reduce the support strength requirement of girder truss, and then further reduce manufacturing cost.
As preferably, described in wind up the external diameter of pipe less than the internal diameter of described cornical.
In the such scheme of the application, owing to the diameter of the pipe that winds up is less than the diameter of cornical, after each component is connected as girder frame structure, the junction being connected with the pipe that winds up on cornical has opening, and then ensure in the concreting process of floorings, facilitate concrete to enter in cornical, make the concrete one-time-concreting of the concrete in cornical and floorings complete, improve the globality of cornical inner concrete and bridge deck concrete, also save simultaneously and concrete build operation.
As preferably, described girder truss is divided into some purlin sheets that is spaced apart in the width direction, and each purlin sheet includes wind up pipe and a lower chord tube, is connected to some described cornicals winding up of each purlin sheet between pipe and lower chord tube.
In the such scheme of the application, girder truss is divided into some purlin sheet each purlin sheets that is spaced apart to include wind up pipe and a lower chord tube in the width direction, that is the girder frame structure of the application, in the direction of the width floorings are carried out many places support, further ensure that girder truss supports stability and the reliability of floorings；And, there are many pipe intervals of winding up and be coated in the concrete of floorings, also further improve the strength and stiffness of floorings, further improve stability and the reliability of bridge；And it has been also convenient for processing and the manufacture of girder truss.
As preferably, being connected to some stulls between adjacent two purlin sheets, each steel pipe stull is uniform along the length direction of described purlin sheet.
In the such scheme of the application, stull is connected between adjacent two purlin sheets, each purlin sheet is made to be joined together to form the girder frame structure of the application, connection due to stull, each purlin sheet constitutes an overall girder system so that the girder frame structure of the application also has good support strength and rigidity in the direction of the width.
As preferably, described stull is the steel pipe stull adopting steel pipe to manufacture.
In such scheme, stull adopts the steel pipe stull that steel pipe manufactures, and in practice of construction, it is also possible to concrete perfusion in stull so that it is become concrete filled steel tube, further improves the strength and stiffness of girder frame structure.
As preferably, described stull is K type shape, has four links, and what each link was corresponding wind up with one pipe or lower chord tube are connected.
In such scheme, each stull is arranged K type shape, winding up of adjacent two purlin sheets is connected between pipe and lower chord tube, and there is a contact between four links that stull exists, improve the globality of truss structure further, truss structure is made to form good structural system, it is ensured that the stability of truss structure and reliability.
As preferably, the position that described stull winds up pipe with described and lower chord tube connects and described cornical are managed and position that lower chord tube is connected is corresponding with described winding up.
In such scheme, position and the cornical that stull winds up pipe with described and lower chord tube connects is managed and position that lower chord tube is connected is corresponding with described winding up, the stress of each link of stull is coordinated mutually with the stress of the link of cornical, improves the reliability of the application truss structure further.
As another preferred version of the application, described in the wind up inner space of pipe inner space and described cornical connect, the inner space of the inner space of described cornical and described lower chord tube is connected, described in the concrete in pipe, lower chord tube and cornical that winds up be integral type structure.
In the such scheme of the application, wind up pipe, concrete in lower chord tube and cornical is integral type structure, for xoncrete structure, itself just constitute the structure of concrete frame form, first it is so that the truss structure of the application has better globality, overall xoncrete structure matches with overall steel pipe truss, form overall steel pipe concrete truss structure, further improve the mechanical property of the application truss structure, the stress at each position of truss structure is mutually coordinated, further increase stability and the reliability of the application truss；On the other hand, the structure of the concrete frame posture of entirety is formed in each steel duct, owing to concrete can also play the interconnection function between steel tube component while playing a supporting role, not only there is resistance to compression effect, yet there is the effect of tension, and then reduce the bonding strength requirement between steel tube component, while connecting difficulty and manufacturing cost between reduction steel tube component, also reduce the stress at steel pipe truss nodes place, further improve the anti-fatigue performance at the application girder truss node place；Another further aspect, due to being greatly improved of concrete structural supports ability, reduces again the requirement to steel pipe truss support strength, this manner it is also possible to reduce the dimensions of each steel tube component further, further reduces steel using amount, saves manufacturing cost.
As preferably, described in the concrete in pipe, lower chord tube and cornical that winds up be the integral structure adopting a form.
In such scheme, the concrete in pipe, lower chord tube and cornical that winds up is the globality adopting the integral structure of a form to improve each steel tube component inner concrete, further improves the mechanical property of the application truss structure.
As preferably, described in the wind up inner space of pipe inner space and described cornical connect, the inner space of the inner space of described cornical and described lower chord tube is connected, described in the concrete of the concrete that winds up in pipe, lower chord tube and cornical and floorings be integral type structure.
In the such scheme of the application, the concrete of the concrete winded up in pipe, lower chord tube and cornical and floorings is integral type structure, first it is further enhance the reliability that floorings are connected with girder frame structure, decrease the connecting elements between girder truss and floorings, and then, facilitate construction, the construction cost also saved, while reducing follow-up maintenance difficulty, also improve the reliability of bridge；And, what is more important, girder frame structure is had good booster action by floorings essence, so, further improves the reliability of girder frame structure, and, when reaching identical support strength, it is also possible to reduce in truss structure, the dimensions of steel tube component, further reduce steel using amount, reduce construction cost.
As preferably, described girder truss is simply supported beam.
The girder truss of the application adopts simple beam structure, namely, the length of girder truss is corresponding with each span length's degree of bridge, when being irrigated constructing, it is possible to be irrigated work under corresponding bridge pier, then at lifting truss beam, on the corresponding bridge pier adopt freely supported structure to support the two ends of girder truss, such construction not only facilitating bridge, but also ensure that the pouring quality of pipe inner concrete, further improve the reliability of the application.
In the such scheme of the application, girder truss is divided in the longitudinal direction some girder truss sections, the length of length one span of correspondence bridge of a sections, namely, in bridge construction process, the two ends of girder truss sections are supported by adjacent two bridge piers respectively, facilitate the construction of bridge.
As further preferably, described pier shaft steel pipe includes the changeover portion steel pipe being positioned below, and the inwall of described changeover portion steel pipe is connected to some shear connectors being vertically arranged, and described shear connector is along the central axis circumference uniform distribution of described changeover portion steel pipe.
In such scheme, arranging shear connector by being arranged on changeover portion steel pipe inner wall, shear connector is embedded in concrete, and changeover portion steel pipe stress is delivered in concrete by shear connector, improves the structural strength of concrete filled steel tube.
As preferably, described shear connector lower end beyond the lower end of described changeover portion steel pipe, and with the upper end matching ends of described pile foundation.
As preferably, the lower end of a portion shear connector is arranged in described pile foundation, and the lower end of another part shear connector and described pile foundation are spaced apart, and the shear connector that lower end is arranged in pile foundation is arranged with the shear connector interval that lower end and pile foundation are spaced apart.
In such scheme, the lower end of changeover portion steel pipe is stretched out in shear connector lower end so that the lower end of changeover portion steel pipe and pile foundation upper end separate, and so arrange so that before pouring concrete within steel pipe, it is possible to facilitate the adjustment of pier shaft steel pipe position；And, when concrete perfusion, concrete can flow out from the gap between changeover portion steel pipe and pile foundation, improves the density of changeover portion steel pipe lower concrete perfusion；Another further aspect, owing to steel pipe itself has heavier weight, so when steel pipe arranges and puts in place, under gravity, the bottom of shear connector and pile foundation upper end fit tightly, and are even partially submerged in pile foundation, so, improve the globality between shear connector and pile foundation, it is ensured that between pier shaft and pile foundation stress transmission uniformity and reliability；Another further aspect, owing to the setting of shear connector can also be greatly improved the bending strength of changeover portion concrete filled steel tube, further improves the reliability and stability of the application pier stud transition connecting construction.
As preferably, described shear connector is the steel plate of strip, and the length direction of described shear connector is paralleled with the central axis of described changeover portion steel pipe, and the width of described shear connector is radially consistent with described changeover portion steel pipe.
As preferably, described shear connector being provided with some first through holes along its length, is spaced apart between adjacent two the first through holes, is equipped with reinforcing bar in described first through hole.
In such scheme, wearing reinforcing bar in the first through hole, reinforcing bar, through the first different through holes, is further ensured that the uniformity of shear connector transmission power, further increases the mechanical property of the concrete filled steel tube of changeover portion.
As preferably, described changeover portion steel pipe being provided with the second through hole, the reinforcing bar of traverse the first through hole is also through the second through hole.
Changeover portion steel pipe arranges the second through hole, in the second through hole, also wears reinforcing bar, further improve the compactness being connected between changeover portion steel pipe and concrete, improve the structural behaviour of changeover portion concrete filled steel tube further.
As preferably, being vertically arranged with main muscle in described pile foundation, adjacent main muscle spaced apart, main ribs is arranged in the form of a ring, and pile foundation is stretched out in main muscle upper end, and outside with described changeover portion steel pipe.
As preferably, main ribs the first half is bent on described changeover portion steel pipe, and with described changeover portion steel-pipe welding.
In the such scheme of the application, the main muscle of pile foundation is upwardly extended, and by the first half bending and changeover portion steel-pipe welding, both ensure that the concrete tensile strength in changeover portion concrete filled steel tube, the effect of supporting steel pipe can be played again, so being also convenient for construction in the operation arrange steel pipe.
As preferably, main ribs being banded with ring muscle, described ring muscle is at least two, is spaced apart between adjacent two ring muscle.
In such scheme, by arranging ring muscle, further improve the globality between each main muscle, improve the bonding strength between main muscle and changeover portion steel pipe.
As preferably, casing steel pipe also it is arranged with outside described changeover portion steel pipe, the internal diameter of described casing steel pipe is more than the external diameter of described changeover portion steel pipe, described casing steel pipe and changeover portion steel pipe are coaxially disposed, gap is formed between casing steel pipe and changeover portion steel pipe, main ribs and ring muscle are positioned at this gap, and described casing steel pipe lower end is arranged in described pile foundation, is perfused with concrete in described casing steel pipe.
In the such scheme of the application, casing steel pipe is set, at casing pouring concrete within steel pipe, this concrete is when the concrete irrigated in pier shaft steel pipe, perfusion enters casing steel pipe together, so, concrete in casing steel pipe is integral type reperfusion structure with the concrete in changeover portion steel pipe, there is good globality and concordance, by above-mentioned, that is, changeover portion steel pipe place in the application, it is have two-layer steel pipe and two layer concretes, first the connection area between pier shaft and pile foundation it is increased, and then improve the bonding strength between pier shaft and pile foundation；Meanwhile, also increase the cross section at this place, improve structural strength and the rigidity at this place so that be connected relatively reliable between pier shaft with pile foundation；Another further aspect, due to the setting of casing steel pipe, also further enhances the bending strength of the structure at changeover portion steel pipe place, also improves protection against erosion ability and the impact resistance at this place, further improves the application reliability of structure.
As preferably, described casing steel pipe upwardly extends and exceeds main ribs along described changeover portion steel pipe, and this between described casing steel pipe upper end and described changeover portion steel pipe have shrouding.Arranging shrouding in casing steel pipe upper end, it is to avoid in concrete perfusion process, concrete flows out from casing steel pipe upper end.
As preferably, being additionally provided with bar-mat reinforcement in the concrete between described changeover portion steel pipe and pile foundation, described bar-mat reinforcement is at least two-layer.
In such scheme, in the concrete between changeover portion steel pipe and pile foundation, bar-mat reinforcement is set so that pile foundation top is more uniformly stressed, reduces the risk that pile foundation top occurs that stress is concentrated.
As preferably, described bar-mat reinforcement is corresponding with described ring muscle to be arranged, the end of described bar-mat reinforcement is welded on each self-corresponding described ring muscle.The end of bar-mat reinforcement is welded on each self-corresponding ring muscle, the risk that when being first that of avoiding filling concrete, bar-mat reinforcement is shifted over, also further improve the bonding strength between each main muscle simultaneously, make the stress between main muscle and bar-mat reinforcement mutually coordinated, further increase structural strength and the rigidity at this place.
As preferably, casing steel pipe inner wall is additionally provided with the hoop of some ring-types, is spaced apart between adjacent two hoops.Hoop is set at casing steel pipe inner wall, while improving casing steel-tube construction intensity, too increases the bonding strength between casing steel pipe and concrete, further improve the structural strength of casing steel pipe.
The all-steel-pipe concrete composite bridge of the application, concrete pier of steel tube is Novel steel-concrete composite structure, concrete filled steel tube pier shaft and reinforced concrete pile are directly connected to, the such scheme of the application ensure that the reliability being connected between pier shaft with pile foundation, and the inside power transmission between pier shaft and pile foundation is clear and definite, and the main muscle part of pile foundation is welded on steel pipe, both ensure that concrete section tensile strength, achieving again pier stake vertically to connect, casing steel pipe sets hoop and ensures external wrapping concrete shearing strength；Changeover portion steel pipe pier sets shear connector with holes, it is possible to be transferred to gradually in concrete by steel pipe walls internal force；Pile foundation top sets the bar-mat reinforcement of at least two-layer distribution, it is to avoid stress is concentrated, and makes pile foundation end face concrete stress evenly；Casing steel pipe had both strengthened the bending strength at changeover portion steel pipe place, again can as protection against erosion, anti-collision structure；Concrete perfusion between changeover portion steel pipe place two-layer steel pipe, increases cross section, improves the strength and stiffness connecting node, makes the connection between pier shaft and pile foundation relatively reliable.
Compared with prior art, beneficial effects of the present invention:
1, the pier shaft of beam body and bridge pier being both configured to concrete filled steel tube so that the two structure is unified, mechanical property is unified so that bridge has good globality, mutually coordinated when stress, it is ensured that bridge has good reliability and stability；Select concrete filled steel tube as pier shaft, when construction, first pier shaft steel pipe is arranged in pile foundation, then directly at pier shaft pouring concrete within steel pipe, directly avoid the use of a large amount of template, it is not required that before concrete perfusion, roll framework of steel reinforcement, saved working procedure, reduce difficulty of construction and construction cost, also shorten the construction period；
2, after building, more traditional armored concrete pier shaft, maintenance processes is simple, and curing time is short, also further reduces construction cost；
3, owing to the periphery of concrete filled steel tube is steel pipe, concrete is all covered by steel pipe, it is to avoid concrete is subject to outside and washes away, so also make pier shaft quality have good stability and reliability；
4, due at all concrete perfusions that winds up in pipe, lower chord tube and cornical, first it is so that wind up pipe, lower chord tube and cornical all become concrete filled steel tube, so improve the strength and stiffness of each component, and then improve the strength and stiffness of girder frame structure, when reaching identical support strength, relatively steel pipe truss beam, it is possible to adopt the steel pipe that specification is less, reduce rolled steel dosage, and then reduce the manufacturing cost of girder truss.
Accompanying drawing illustrates:
Fig. 1 is the structural representation of the beam body of the application bridge；
Fig. 2 is Fig. 1 side view；
Fig. 3 is the structural representation of the bridge pier of the application bridge；
Fig. 4 is the structural representation arranging ring muscle on main muscle；
Fig. 5 is the structural representation arranging ring muscle on main muscle；
Fig. 6 is the structural representation of bar-mat reinforcement,
Labelling in figure: 1-beam body, 2-floorings, 3-winds up pipe, 4-lower chord tube, 5-cornical, 6-pile foundation, 7-pier shaft, 8-stull, 9-changeover portion steel pipe, 10-shear connector, 11-the first through hole, 12-the second through hole, 13-reinforcing bar, the main muscle of 14-, 15-ring muscle, 16-casing steel pipe, 17-shrouding, 18-bar-mat reinforcement, 19-hoop, 20-pier shaft steel pipe.
Detailed description of the invention:
Below in conjunction with test example and detailed description of the invention, the present invention is described in further detail.But this should not being interpreted as, the scope of the above-mentioned theme of the present invention is only limitted to below example, and all technology realized based on present invention belong to the scope of the present invention.
Embodiment, as shown in figures 1 to 6:
A kind of all-steel-pipe concrete composite bridge, including beam body 1, bridge pier and the floorings 2 being arranged in described beam body 1, described beam body 1 is steel-pipe concrete truss, described beam body 1 includes wind up pipe 3 and lower chord tube 4, and the cornical 5 between pipe 3 and lower chord tube 4 that winds up described in being arranged on, the described pipe 3 that winds up, concrete all it is perfused with in lower chord tube 4 and cornical 5, wind up described in making pipe 3, lower chord tube 4 and cornical 5 all form concrete filled steel tube, described bridge pier includes pile foundation 6 and the pier shaft 7 being arranged in described pile foundation 6 and being connected with described beam body 1, described pier shaft 7 is concrete filled steel tube.
The all-steel-pipe concrete composite bridge of the present embodiment, is both configured to concrete filled steel tube by the pier shaft 7 of beam body 1 and bridge pier so that the two structure is unified, mechanical property is unified, bridge is made to have good globality, mutually coordinated when stress, it is ensured that bridge has good reliability and stability；Select concrete filled steel tube as pier shaft 7, when construction, first pier shaft steel pipe 20 is arranged in pile foundation 6, then direct concrete perfusion in pier shaft steel pipe 20, directly avoid the use of a large amount of template, it is not required that before concrete perfusion, roll reinforcing bar 13 skeleton, saved working procedure, reduce difficulty of construction and construction cost, also shorten the construction period；On the other hand, after building, more traditional reinforcing bar 13 concrete pier shaft 7, maintenance processes is simple, and curing time is short, also further reduces construction cost；Another further aspect, owing to the periphery of concrete filled steel tube is steel pipe, concrete is all covered by steel pipe, it is to avoid concrete is subject to outside and washes away, so also make pier shaft 7 mass have good stability and reliability；
On the other hand, due to all concrete perfusion in the pipe 3 that winds up, lower chord tube 4 and cornical 5, first it is so that the pipe 3 that winds up, lower chord tube 4 and cornical 5 all become concrete filled steel tube, so improve the strength and stiffness of each component and then the strength and stiffness of raising girder frame structure, when reaching identical support strength, relatively steel pipe truss beam, the steel pipe that specification is less can be adopted, reduce rolled steel dosage, and then reduce the manufacturing cost of girder truss；
Another further aspect, the steel-pipe concrete truss of the present embodiment, due to the pipe 3 that winds up, lower chord tube 4 and cornical 5 are all concrete filled steel tube, and then make the pipe 3 that winds up, the mechanical property of lower chord tube 4 and cornical 5 is unified, in girder truss design and checking computations process, can directly using concrete filled steel tube as design and checking computations basic building block, so, the contribution of overall truss structure strength and stiffness is also counted by pipe inner concrete, so, first it is so that the specification of each component can be designed to be more accurate, while avoiding waste of material, improve again the reliability of truss structure；And, adopt the steel-pipe concrete truss structure of the present embodiment, in design and checking computations stage, namely can by pipe inner concrete to the contribution calculation of overall truss structure strength and stiffness interior, and then can the less concrete filled steel tubular member of preferred dimension specification, reduce girder truss cost further；And, owing to the dimensions of concrete filled steel tubular member is less, its deadweight is also less, say, that reduces girder truss deadweight and accounts for the ratio of girder truss design load, so, also further improve the present embodiment girder frame structure bearing capacity, when reaching identical bearing capacity, it is possible to adopt more small dimension size concrete filled steel tube, so, the manufacturing cost of girder truss is also further reduced；
Another further aspect, the steel pipe concrete truss structure of the present embodiment, concrete all it is perfused with owing to the pipe 3 that winds up, lower chord tube 4 and cornical 5 are internal, so, concrete, while starting raising element mechanics performance, also makes steel pipe inner wall and air exclusion, reduce or directly stop the risk of steel pipe inner wall generation corrosion, so, also improve the anti-corrosion ability of girder truss, further improve the reliability of girder frame structure.
As preferably, described in wind up the concrete in the concrete in pipe 3, lower chord tube 4 and the concrete in cornical 5, each is separate.
nullIn the such scheme of the present embodiment，Wind up the concrete in pipe 3、Concrete in lower chord tube 4 and the concrete in cornical 5，Each is separate，Namely，Wind up pipe 3、Concrete in lower chord tube 4 and cornical 5 is independent from，That is，The girder frame structure of the present embodiment，Be by concrete filled steel tube cornical 5 and concrete filled steel tube wind up pipe 3 with and concrete filled steel tube lower chord tube 4 be formed by connecting，In design and checking computations process，The force analysis making each component is simpler and accurate，It is more beneficial under ensureing the premise of support strength and rigidity，The waste avoiding each scantling excessive and to cause，Further reduce the manufacturing cost of girder frame structure，And，Be also due to the design of each component and check convenient accurately，Also further improve the reliability and stability of the present embodiment girder frame structure.
As preferably, described in the pipe 3 that winds up be coated in floorings 2 concrete of bridge.
nullIn the such scheme of the present embodiment，The pipe 3 that will wind up is coated in floorings 2 concrete，The girder frame structure of corresponding the present embodiment，Substantially its pipe 3 that winds up has been not limited to the vertical supporting effect of tradition girder frame structure，It is supported directly on floorings 2 relative to the cornical 5 of the present embodiment，That is in the girder frame structure of the present embodiment，The support of bridge floor plate 2 is mainly provided by lower chord tube 4 and cornical 5，First it is the design and the checking computations that further facilitate the present embodiment girder frame structure，Simplify actual support structure，What is more important，Owing to reducing the requirement that floorings 2 are supported by the pipe 3 that winds up，Also the requirement of strength to the pipe 3 that winds up and rigidity requirement are just reduced，And then，Relative to common girder frame structure，Can significantly reduce the diameter of the pipe 3 that winds up，So，Significantly reduce the steel using amount of the present embodiment girder frame structure，Further reduce the manufacturing cost of the present embodiment girder truss，And the significantly reduction due to pipe 3 diameter that winds up，While facilitating girder frame structure to manufacture，Also reduce the deadweight of girder truss，Can further reduce girder truss deadweight and account for the ratio of girder truss design load，Can further optimize the structure of the present embodiment lower chord tube 4 and cornical 5；
On the other hand, for floorings 2, owing to the pipe 3 that winds up of the present embodiment girder truss is coated on wherein, first it is to ensure that the reliability being connected between girder truss with floorings 2, and then has improved stability and the reliability of bridge structure；Moreover, it is also possible to reduce the connector of truss frame for connecting beam and floorings 2, while reducing cost, decrease workload and the maintenance cost of later maintenance；Meanwhile, the pipe 3 that winds up is also used as the reinforcement of floorings 2, improves the structural strength of floorings 2, particularly substantially being strengthened along the intensity winded up on pipe 3 length direction, so, also further increases the reliability and stability of bridge.
As preferably, the concrete in described cornical 5 and floorings 2 concrete are integral type structure.
In the such scheme of the present embodiment, floorings 2 concrete of the concrete of cornical 5 and bridge is integral type structure, further improve connection reliability between the present embodiment girder truss and floorings 2, also further reduce the requirement to pipe 3 support strength that winds up simultaneously, so, can further reduce the diameter of the pipe 3 that winds up, further save manufacturing cost；
On the other hand, for floorings 2, it is integral type structure with the concrete in cornical 5, when building, it is possible to build the concrete in floorings 2 and cornical 5 simultaneously, simplify working procedure, shorten the duration, further reduce bridge construction cost；
Another further aspect, owing to the concrete in floorings 2 and cornical 5 is integral type structure, and in the girder frame structure of the present embodiment, cornical 5 is multiple, while ensureing girder truss excellent support floorings 2, the concrete filled steel tube of cornical 5 plays again the effect strengthening floorings 2, not only further improve floorings 2 at the strength and stiffness gone up along its length, but also improve support strength and the rigidity of floorings 2 vertical direction, the reliability and stability of further bridge, say from another point of view, the strength and stiffness requirement of floorings 2 can also be reduced, and then reduce the support strength requirement of girder truss, and then further reduce manufacturing cost.
As preferably, described in wind up the external diameter of pipe 3 less than the internal diameter of described cornical 5.
In the such scheme of the present embodiment, owing to the diameter of the pipe 3 that winds up is less than the diameter of cornical 5, after each component is connected as girder frame structure, the junction being connected with the pipe 3 that winds up on cornical 5 has opening, and then ensure in the concreting process of floorings 2, facilitate concrete to enter in cornical 5, make the concrete one-time-concreting of the concrete in cornical 5 and floorings 2 complete, improve cornical 5 inner concrete and the concrete globality of floorings 2, also save simultaneously and concrete build operation.
As preferably, described girder truss is divided into some purlin sheets that is spaced apart in the width direction, and each purlin sheet includes wind up pipe 3 and a lower chord tube 4, is connected to some described cornicals 5 winding up of each purlin sheet between pipe 3 and lower chord tube 4.
In the such scheme of the present embodiment, girder truss is divided into some purlin sheet each purlin sheets that is spaced apart to include wind up pipe 3 and a lower chord tube 4 in the width direction, that is the girder frame structure of the present embodiment, in the direction of the width floorings 2 are carried out many places support, further ensure that girder truss supports stability and the reliability of floorings 2；And, there are many pipe 3 intervals of winding up and be coated in the concrete of floorings 2, also further improve the strength and stiffness of floorings 2, further improve stability and the reliability of bridge；And it has been also convenient for processing and the manufacture of girder truss.
As preferably, being connected to some stulls 8 between adjacent two purlin sheets, each steel pipe stull 8 is uniform along the length direction of described purlin sheet.
In the such scheme of the present embodiment, stull 8 is connected between adjacent two purlin sheets, each purlin sheet is made to be joined together to form the girder frame structure of the present embodiment, connection due to stull 8, each purlin sheet constitutes an overall girder system so that the girder frame structure of the present embodiment also has good support strength and rigidity in the direction of the width.
As preferably, described stull 8 is the steel pipe stull 8 adopting steel pipe to manufacture.
In such scheme, stull 8 adopts the steel pipe stull 8 that steel pipe manufactures, in practice of construction, it is also possible to concrete perfusion in stull 8 so that it is become concrete filled steel tube, further improves the strength and stiffness of girder frame structure.
As preferably, described stull 8 is K type shape, has four links, and what each link was corresponding wind up with one pipe 3 or lower chord tube 4 are connected.
In such scheme, each stull 8 is arranged K type shape, winding up of adjacent two purlin sheets is connected between pipe 3 and lower chord tube 4, and there is a contact between four links that stull 8 exists, improve the globality of truss structure further, truss structure is made to form good structural system, it is ensured that the stability of truss structure and reliability.
As preferably, the position that the position that described stull 8 winds up pipe 3 with described and lower chord tube 4 connects and described cornical 5 wind up pipe 3 with described and lower chord tube 4 is connected is corresponding.
In such scheme, the position that stull 8 and the position that described wind up pipe 3 and lower chord tube 4 connect and cornical 5 wind up pipe 3 with described and lower chord tube 4 is connected is corresponding, the stress of each link of stull 8 is coordinated mutually with the stress of the link of cornical 5, improves the reliability of the present embodiment truss structure further.
Another preferred version as the present embodiment, the inner space of described wind up pipe 3 inner space and described cornical 5 is connected, the inner space of the inner space of described cornical 5 and described lower chord tube 4 is connected, described in the concrete in pipe 3, lower chord tube 4 and cornical 5 that winds up be integral type structure.
In the such scheme of the present embodiment, wind up pipe 3, concrete in lower chord tube 4 and cornical 5 is integral type structure, for xoncrete structure, itself just constitute the structure of concrete frame form, first it is so that the truss structure of the present embodiment has better globality, overall xoncrete structure matches with overall steel pipe truss, form overall steel pipe concrete truss structure, further improve the mechanical property of the present embodiment truss structure, the stress at each position of truss structure is mutually coordinated, further increase stability and the reliability of the present embodiment truss；On the other hand, the structure of the concrete frame posture of entirety is formed in each steel duct, owing to concrete can also play the interconnection function between steel tube component while playing a supporting role, not only there is resistance to compression effect, yet there is the effect of tension, and then reduce the bonding strength requirement between steel tube component, while connecting difficulty and manufacturing cost between reduction steel tube component, also reduce the stress at steel pipe truss nodes place, further improve the anti-fatigue performance at the present embodiment girder truss node place；Another further aspect, due to being greatly improved of concrete structural supports ability, reduces again the requirement to steel pipe truss support strength, this manner it is also possible to reduce the dimensions of each steel tube component further, further reduces steel using amount, saves manufacturing cost.
As preferably, described in the concrete in pipe 3, lower chord tube 4 and cornical 5 that winds up be the integral structure adopting a form.
In such scheme, the concrete in the pipe 3 that winds up, lower chord tube 4 and cornical 5 is the globality adopting the integral structure of a form to improve each steel tube component inner concrete, further improves the mechanical property of the present embodiment truss structure.
As preferably, the inner space of described wind up pipe 3 inner space and described cornical 5 is connected, the inner space of the inner space of described cornical 5 and described lower chord tube 4 is connected, described in the concrete of the concrete that winds up in pipe 3, lower chord tube 4 and cornical 5 and floorings 2 be integral type structure.
In the such scheme of the present embodiment, the concrete of the concrete winded up in pipe 3, lower chord tube 4 and cornical 5 and floorings 2 is integral type structure, first it is further enhance the reliability that floorings 2 are connected with girder frame structure, decrease the connecting elements between girder truss and floorings 2, and then, facilitate construction, the construction cost also saved, while reducing follow-up maintenance difficulty, also improve the reliability of bridge；And, what is more important, girder frame structure is had good booster action by floorings 2 essence, so, further improves the reliability of girder frame structure, and, when reaching identical support strength, it is also possible to reduce in truss structure, the dimensions of steel tube component, further reduce steel using amount, reduce construction cost.
As preferably, described girder truss is simply supported beam.
The girder truss of the present embodiment adopts simple beam structure, namely, the length of girder truss is corresponding with each span length's degree of bridge, when being irrigated constructing, it is possible to be irrigated work under corresponding bridge pier, then at lifting truss beam, on the corresponding bridge pier adopt freely supported structure to support the two ends of girder truss, such construction not only facilitating bridge, but also ensure that the pouring quality of pipe inner concrete, further improve the reliability of the present embodiment.
In the such scheme of the present embodiment, girder truss is divided in the longitudinal direction some girder truss sections, the length of length one span of correspondence bridge of a sections, namely, in bridge construction process, the two ends of girder truss sections are supported by adjacent two bridge piers respectively, facilitate the construction of bridge.
As further preferably, described pier shaft steel pipe 20 includes the changeover portion steel pipe 9 being positioned below, and the inwall of described changeover portion steel pipe 9 is connected to some shear connectors 10 being vertically arranged, and described shear connector 10 is along the central axis circumference uniform distribution of described changeover portion steel pipe 9.
In such scheme, arranging shear connector 10 by being arranged on changeover portion steel pipe 9 inwall, shear connector 10 is embedded in concrete, and changeover portion steel pipe 9 stress is delivered in concrete by shear connector 10, improves the structural strength of concrete filled steel tube.
As preferably, described shear connector 10 lower end beyond the lower end of described changeover portion steel pipe 9, and with the upper end matching ends of described pile foundation 6.
As preferably, the lower end of a portion shear connector 10 is arranged in described pile foundation 6, and the lower end of another part shear connector 10 and described pile foundation 6 are spaced apart, and the shear connector 10 that lower end is arranged in pile foundation 6 is arranged with shear connector 10 interval that lower end and pile foundation 6 are spaced apart.
In such scheme, the lower end of changeover portion steel pipe 9 is stretched out in shear connector 10 lower end so that the lower end of changeover portion steel pipe 9 and pile foundation 6 upper end separate, and so arrange so that before pouring concrete within steel pipe, it is possible to facilitate the adjustment of pier shaft steel pipe 20 position；And, when concrete perfusion, concrete can flow out from the gap between changeover portion steel pipe 9 and pile foundation 6, improves the density of changeover portion steel pipe 9 lower concrete perfusion；Another further aspect, owing to steel pipe itself has heavier weight, so when steel pipe arranges and puts in place, under gravity, the bottom of shear connector 10 and pile foundation 6 upper end fit tightly, and are even partially submerged in pile foundation 6, so, improve the globality between shear connector 10 and pile foundation 6, it is ensured that between pier shaft 7 and pile foundation 6 stress transmission uniformity and reliability；Another further aspect, owing to the setting of shear connector 10 can also be greatly improved the concrete bending strength of changeover portion steel pipe 9, further improves the reliability and stability of the present embodiment pier stud transition connecting construction.
As preferably, described shear connector 10 is the steel plate of strip, and the length direction of described shear connector 10 is paralleled with the central axis of described changeover portion steel pipe 9, and the width of described shear connector 10 is radially consistent with described changeover portion steel pipe 9.
As preferably, described shear connector 10 being provided with some first through holes 11 along its length, is spaced apart between adjacent two the first through holes 11, is equipped with reinforcing bar 13 in described first through hole 11.
In such scheme, wearing reinforcing bar 13 in the first through hole 11, reinforcing bar 13, through the first different through holes 11, is further ensured that shear connector 10 transmits the uniformity of power, further increases the mechanical property of the concrete filled steel tube of changeover portion.
As preferably, described changeover portion steel pipe 9 being provided with the second through hole 12, the reinforcing bar 13 of traverse the first through hole 11 is also through the second through hole 12.
Changeover portion steel pipe 9 arranges the second through hole 12, in the second through hole 12, also wears reinforcing bar 13, further improve the compactness being connected between changeover portion steel pipe 9 and concrete, improve the concrete structural behaviour of changeover portion steel pipe 9 further.
As preferably, being vertically arranged with main muscle 14 in described pile foundation 6, adjacent main muscle 14 spaced apart, main ribs 14 is arranged in the form of a ring, and pile foundation 6 is stretched out in main muscle 14 upper end, and outside with described changeover portion steel pipe 9.
As preferably, main ribs 14 the first half is bent on described changeover portion steel pipe 9, and welds with described changeover portion steel pipe 9.
In the such scheme of the present embodiment, the main muscle 14 of pile foundation 6 is upwardly extended, and the first half bending is welded with changeover portion steel pipe 9, both ensure that the concrete tensile strength in changeover portion steel pipe 9 xoncrete structure, the effect of supporting steel pipe can be played again, so being also convenient for construction in the operation arrange steel pipe.
As preferably, main ribs 14 being banded with ring muscle 15, described ring muscle 15 is at least two, is spaced apart between adjacent two ring muscle 15.
In such scheme, by arranging ring muscle 15, further improve the globality between each main muscle 14, improve the bonding strength between main muscle 14 and changeover portion steel pipe 9.
As preferably, described changeover portion steel pipe 9 is outer is also arranged with casing steel pipe 16, the internal diameter of described casing steel pipe 16 is more than the external diameter of described changeover portion steel pipe 9, described casing steel pipe 16 is coaxially disposed with changeover portion steel pipe 9, gap is formed between casing steel pipe 16 and changeover portion steel pipe 9, main ribs 14 and ring muscle 15 are positioned at this gap, and described casing steel pipe 16 lower end is arranged in described pile foundation 6, is perfused with concrete in described casing steel pipe 16.
In the such scheme of the present embodiment, casing steel pipe 16 is set, concrete perfusion in casing steel pipe 16, this concrete is when the concrete irrigated in pier shaft steel pipe 20, perfusion enters casing steel pipe 16 together, so, concrete in casing steel pipe 16 is integral type reperfusion structure with the concrete in changeover portion steel pipe 9, there is good globality and concordance, by above-mentioned, that is, changeover portion steel pipe 9 place at the present embodiment, it is have two-layer steel pipe and two layer concretes, first the connection area between pier shaft 7 and pile foundation 6 it is increased, and then improve the bonding strength between pier shaft 7 and pile foundation 6；Meanwhile, also increase the cross section at this place, improve structural strength and the rigidity at this place so that be connected relatively reliable between pier shaft 7 with pile foundation 6；Another further aspect, due to the setting of casing steel pipe 16, also further enhances the bending strength of the structure at changeover portion steel pipe 9 place, also improves protection against erosion ability and the impact resistance at this place, further improves the present embodiment reliability of structure.
As preferably, described casing steel pipe 16 upwardly extends along described changeover portion steel pipe 9 and exceeds main ribs 14, and this between described casing steel pipe 16 upper end and described changeover portion steel pipe 9 have shrouding 17.Arranging shrouding 17 in casing steel pipe 16 upper end, it is to avoid in concrete perfusion process, concrete flows out from casing steel pipe 16 upper end.
As preferably, being additionally provided with bar-mat reinforcement 18 in the concrete between described changeover portion steel pipe 9 and pile foundation 6, described bar-mat reinforcement 18 is at least two-layer.
In such scheme, bar-mat reinforcement 18 is set in the concrete between changeover portion steel pipe 9 and pile foundation 6 so that pile foundation 6 top is more uniformly stressed, reduces pile foundation 6 top and the risk that stress is concentrated occurs.
As preferably, described bar-mat reinforcement 18 is corresponding with described ring muscle 15 to be arranged, the end of described bar-mat reinforcement 18 is welded on each self-corresponding described ring muscle 15.The end of bar-mat reinforcement 18 is welded on each self-corresponding ring muscle 15, the risk that when being first that of avoiding filling concrete, bar-mat reinforcement 18 is shifted over, also further improve the bonding strength between each main muscle 14 simultaneously, make the stress between main muscle 14 and bar-mat reinforcement 18 mutually coordinated, further increase structural strength and the rigidity at this place.
As preferably, casing steel pipe 16 inwall is additionally provided with the hoop 19 of some ring-types, is spaced apart between adjacent two hoops 19.Hoop 19 is set at casing steel pipe 16 inwall, while improving casing steel pipe 16 structural strength, too increases the bonding strength between casing steel pipe 16 and concrete, further improve the structural strength of casing steel pipe 16.
The all-steel-pipe concrete composite bridge of the present embodiment, concrete pier of steel tube is Novel steel-concrete composite structure, concrete filled steel tube pier shaft 7 and reinforcing bar 13 concrete-pile are directly connected to, the such scheme of the present embodiment ensure that the reliability being connected between pier shaft 7 with pile foundation 6, and the inside power transmission between pier shaft 7 and pile foundation 6 is clear and definite, pile foundation 6 main muscle 14 part is welded on steel pipe, both ensure that concrete section tensile strength, achieving again pier stake vertically to connect, casing steel pipe 16 sets hoop 19 and ensures external wrapping concrete shearing strength；Changeover portion steel pipe 9 pier sets shear connector 10 with holes, it is possible to be transferred to gradually in concrete by steel pipe walls internal force；Pile foundation 6 top sets the bar-mat reinforcement 18 of at least two-layer distribution, it is to avoid stress is concentrated, and makes pile foundation 6 end face concrete stress evenly；Casing steel pipe 16 had both strengthened the bending strength at changeover portion steel pipe 9 place, again can as protection against erosion, anti-collision structure；Concrete perfusion between changeover portion steel pipe 9 place two-layer steel pipe, increases cross section, improves the strength and stiffness connecting node, makes the connection between pier shaft 7 and pile foundation 6 relatively reliable.
Above example only in order to the present invention is described and and unrestricted technical scheme described in the invention, although this specification with reference to each above-mentioned embodiment to present invention has been detailed description, but the present invention is not limited to above-mentioned detailed description of the invention, therefore any the present invention modified or equivalent replaces；And all are without departing from the technical scheme of spirit and scope of invention and improvement thereof, it all should be encompassed in the middle of scope of the presently claimed invention.
Claims (10)
1. an all-steel-pipe concrete composite bridge, it is characterized in that: include beam body, bridge pier and the floorings being arranged in described beam body, described beam body is steel-pipe concrete truss, described beam body includes wind up pipe and lower chord tube, and the cornical between pipe and lower chord tube that winds up described in being arranged on, the described pipe that winds up, concrete all it is perfused with in lower chord tube and cornical, wind up described in making pipe, lower chord tube and cornical all form concrete filled steel tube, described bridge pier includes pile foundation and the pier shaft being arranged in described pile foundation and being connected with described beam body, described pier shaft is concrete filled steel tube.
2. all-steel-pipe concrete composite bridge as claimed in claim 1, it is characterised in that: described in the pipe that winds up be coated in the bridge deck concrete of bridge.
3. all-steel-pipe concrete composite bridge as claimed in claim 2, it is characterized in that: described girder truss is divided into some purlin sheets that is spaced apart in the width direction, each purlin sheet includes wind up pipe and a lower chord tube, is connected to some described cornicals winding up of each purlin sheet between pipe and lower chord tube.
4. all-steel-pipe concrete composite bridge as claimed in claim 3, it is characterized in that: between adjacent two purlin sheets, be connected to some stulls, each steel pipe stull is uniform along the length direction of described purlin sheet, described stull is the steel pipe stull adopting steel pipe to manufacture, described stull is K type shape, having four links, what each link was corresponding wind up with one pipe or lower chord tube are connected.
5. the all-steel-pipe concrete composite bridge as described in claim 1-4 any one, it is characterized in that: described bridge pier includes pile foundation and the pier shaft being arranged in pile foundation, described pier shaft is concrete filled steel tube, including pier shaft steel pipe and the concrete being cast in pier shaft steel pipe, described pier shaft steel pipe includes the changeover portion steel pipe being positioned below, the inwall of described changeover portion steel pipe is connected to some shear connectors being vertically arranged, and described shear connector is along the central axis circumference uniform distribution of described changeover portion steel pipe.
6. all-steel-pipe concrete composite bridge as claimed in claim 5, it is characterised in that: described shear connector lower end beyond the lower end of described changeover portion steel pipe, and with the upper end matching ends of described pile foundation.
7. all-steel-pipe concrete composite bridge as claimed in claim 6, it is characterized in that: the lower end of a portion shear connector is arranged in described pile foundation, the lower end of another part shear connector and described pile foundation are spaced apart, and the shear connector that lower end is arranged in pile foundation is arranged with the shear connector interval that lower end and pile foundation are spaced apart.
8. all-steel-pipe concrete composite bridge as claimed in claim 7, it is characterised in that: described shear connector is provided with some first through holes along its length, is spaced apart between adjacent two the first through holes, in described first through hole, is equipped with reinforcing bar.
9. all-steel-pipe concrete composite bridge as claimed in claim 8, it is characterised in that: being provided with the second through hole on described changeover portion steel pipe, the reinforcing bar of traverse the first through hole is also through the second through hole.
10. all-steel-pipe concrete composite bridge as claimed in claim 9, it is characterized in that: in described pile foundation, be vertically arranged with main muscle, adjacent main muscle spaced apart, main ribs is arranged in the form of a ring, pile foundation is stretched out in main muscle upper end, and outside with described changeover portion steel pipe, main ribs the first half is bent on described changeover portion steel pipe, and with described changeover portion steel-pipe welding.
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| CN110670479A (en) * | 2019-11-15 | 2020-01-10 | 四川省公路规划勘察设计研究院有限公司 | Steel pipe-steel box combined truss type cover beam |
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