CN103882797B - A kind of corrugated steel web plate composite box girder and construction technology thereof - Google Patents

A kind of corrugated steel web plate composite box girder and construction technology thereof Download PDF

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Publication number
CN103882797B
CN103882797B CN201410138975.0A CN201410138975A CN103882797B CN 103882797 B CN103882797 B CN 103882797B CN 201410138975 A CN201410138975 A CN 201410138975A CN 103882797 B CN103882797 B CN 103882797B
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China
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plate
steel
wing listrium
shear
presstressed reinforcing
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CN201410138975.0A
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Chinese (zh)
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CN103882797A (en
Inventor
袁卓亚
李立峰
石雄伟
柯亮亮
许冰
侯嘉庆
周聪
雷丹
冯威
苗建宝
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西安公路研究院
湖南大学
中国交通建设股份有限公司西北分公司
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Priority to CN201410138975.0A priority Critical patent/CN103882797B/en
Publication of CN103882797A publication Critical patent/CN103882797A/en
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Abstract

The invention discloses a kind of corrugated steel web plate composite box girder and construction technology thereof, corrugated steel web plate composite box girder of constructing comprise bottom wing listrium, top flange plate and the Wavelike steel webplate of two symmetric support between bottom wing listrium and top flange plate; Be laid with prestress system in bottom wing listrium, prestress system comprises middle part prestressed structure and two sidepiece prestressed structures; Its construction technology comprises step: one, prestress system and Wavelike steel webplate are laid and installed; Two, bottom wing listrium construction: 201, in the middle part of bottom flange plate portion sections concreting and first time prestressed stretch-draw; Step 202, the remainder concreting of bottom wing listrium and second time prestressed stretch-draw; Before the construction of bottom wing listrium, in bottom wing listrium work progress or after bottom wing listrium construct, top flange plate of constructing.The present invention is reasonable in design, easy construction and the corrugated steel web plate composite box girder reasonable stress of construction molding, result of use are good, can solve the various problems that existing concrete case beam exists.

Description

A kind of corrugated steel web plate composite box girder and construction technology thereof
Technical field
The invention belongs to Construction Technique of Box field, especially relate to a kind of corrugated steel web plate composite box girder and construction technology thereof.
Background technology
Steel concrete two kinds of different materials combine by composite bridge rightly, improve the service efficiency of the stability of structure, intensity and material.Wherein, steel, concrete two kinds of different materials combine by Wavelike steel webplate combining structure rightly, Wavelike steel webplate is arranged between upper and lower frange plate, thickness is specifically adopted to be that the Wavelike steel webplate of about 10mm ~ 20mm replaces original thickness to be the conventional concrete web of about 300mm ~ 800mm, wherein upper and lower frange plate is concrete slab, and Wavelike steel webplate and concrete frange plate are combined to form a common bearing load of overall structure.In economic performance, Wavelike steel webplate replaces conventional concrete web, and dead load alleviates 20% ~ 30% than conventional concrete case beam, and the engineering quantity also corresponding minimizing of substructure, reduces construction costs; In structure stress, concrete roof and floor (also deserve to be called, bottom wing listrium) bending resistance and corrugated steel web shearing resistance, structure stress is very clear and definite, Wavelike steel webplate has fold effect in the vertical, this layout not only increases the stability of structure, intensity and materials'use efficiency, more give full play to the advantage of concrete anti-compression, steel tension, also thoroughly solve the common engineering problems such as concrete-bridge median ventral plate cracking simultaneously.
Just because Wavelike steel webplate combining structure has above-mentioned advantage, since phase late 1980s, France is building in the world after First Pre-Stressed Concrete Composite Box-Girder Bridge with Corrugated Steel Webs, and this structure is in extensive use all over the world.French, Japanese, Chinese etc. built a large amount of corrugated steel web plate composite box girder bridges, quantity is more than 100, and bridge type relates to simply supported girder bridge, continuous girder bridge, cable stayed bridge and suspension bridge etc.Corrugated steel web plate composite box girder bridge is also one of competitive bridge of most in world wide.But, existing corrugated steel web plate composite box girder bridge design and construction time still to come with some shortcomings part:
The first, in built Medium Span box girder with corrugated steel webs bridge, rope and external tendon structural system used in combination in prestress system many employings body, wherein in body Suo Caiyong at beam-ends stretch-draw anchor, complete in interior elongated layout, stretch-draw limited space, prestressed material can be caused like this to waste, and the compressive stress index at some position can easily exceed specification admissible value, unfavorable to structure stress; And for external tendon, corrugated steel web plate composite box girder bridge common demands arranges external prestressed cable with balance external load in case, so just bring the Anticorrosion of external tendon and use the problem needing after 25 years to change.
The second, the corrugated steel web plate composite box girder of an existing construction forming, after formwork erection builds upper and lower edge of a wing concrete, can produce structure and to creep the problem such as excessive, structure antiarch value also can increase to some extent.
Thus, nowadays lack that a kind of structure is simple, corrugated steel web plate composite box girder that reasonable stress and easy construction, result of use are good and construction technology thereof, effectively can solve the problems such as the deadweight that existing concrete case beam exists is comparatively large, stretch-draw limited space, later period maintenance cost is higher, stress performance is poor.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, provide that a kind of structure is simple, reasonable stress and easy construction, corrugated steel web plate composite box girder that result of use is good.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of corrugated steel web plate composite box girder, it is characterized in that: comprise bottom wing listrium, top flange plate above bottom wing listrium and the Wavelike steel webplate of two symmetric support between bottom wing listrium and top flange plate, described top flange plate and bottom wing listrium are all along the vertical bridge of institute's construction bridges to carrying out level laying, described bottom wing listrium is cast in place concrete plate and is fastenedly connected by two described Wavelike steel webplates between itself and top flange plate to be integrated, be fastenedly connected by lower shear connector bottom described Wavelike steel webplate and between bottom wing listrium, be laid with prestress system in described bottom wing listrium, described prestress system is between two described Wavelike steel webplates, described prestress system comprises and is laid in the sidepiece prestressed structure that middle part prestressed structure in the middle part of bottom wing listrium and two are laid in the bottom wing listrium left and right sides respectively, the symmetrical laying of two described sidepiece prestressed structures, described middle part prestressed structure and two described sidepiece prestressed structures are laid in same level, described sidepiece prestressed structure comprises one or multi-channel the first elongated presstressed reinforcing steel be laid in bottom wing listrium, and described in multiple tracks, the first elongated presstressed reinforcing steel is laid in same level, described first elongated presstressed reinforcing steel runs through bottom wing listrium from front to back and its length being in bottom wing listrium is L, and wherein L is that the vertical bridge of bottom wing listrium is to length, described first elongated presstressed reinforcing steel is laid along the length direction of bottom wing listrium,
Described middle part prestressed structure is the first prestressed structure or the second prestressed structure;
Described first prestressed structure comprises multiple tracks second presstressed reinforcing steel and multiple tracks the 3rd presstressed reinforcing steel, described in second presstressed reinforcing steel described in multiple tracks and multiple tracks, the 3rd presstressed reinforcing steel is all laid in same level, and the length that described second presstressed reinforcing steel and the 3rd presstressed reinforcing steel are in bottom wing listrium is 0.6L ~ 0.7L; Described second presstressed reinforcing steel and the 3rd presstressed reinforcing steel are all laid along the length direction of bottom wing listrium; The front end of described second presstressed reinforcing steel is positioned at end, bottom wing listrium side and its rear end is embedded in bottom wing listrium, and the rear end of described 3rd presstressed reinforcing steel is positioned at bottom wing listrium end side and its front end is embedded in bottom wing listrium; The front end of described second presstressed reinforcing steel is stretching end, and the rear end of described 3rd presstressed reinforcing steel is stretching end;
Described second prestressed structure comprises multiple tracks the 4th presstressed reinforcing steel and multiple tracks the 5th presstressed reinforcing steel, and described in the 4th presstressed reinforcing steel described in multiple tracks and multiple tracks, the 5th presstressed reinforcing steel is all laid in same level; Described bottom wing listrium is formed by connecting by front end sections, rear end sections and the intermediate section be connected between described front end sections and described rear end sections, and described front end sections, described intermediate section and described rear end sections are laid from front to back along the length direction of bottom wing listrium; Length L1=0.6L ~ the 0.7L of described intermediate section, described in the 4th presstressed reinforcing steel described in multiple tracks and multiple tracks, the 5th presstressed reinforcing steel is all laid in described intermediate section; The length that described 4th presstressed reinforcing steel and the 5th presstressed reinforcing steel are in described intermediate section is 0.6L1 ~ 0.7L1; Described 4th presstressed reinforcing steel and the 5th presstressed reinforcing steel are all laid along the length direction of bottom wing listrium; The front end of described 4th presstressed reinforcing steel is positioned at described intermediate section one side end and its rear end is embedded in described intermediate section, and the rear end of described 5th presstressed reinforcing steel is positioned at described intermediate section end side and its front end is embedded in described intermediate section; The front end of described 4th presstressed reinforcing steel is stretching end, and the rear end of described 5th presstressed reinforcing steel is stretching end.
Above-mentioned a kind of corrugated steel web plate composite box girder, is characterized in that: described lower shear connector is the first Shear connection structure, the second Shear connection structure or the 3rd Shear connection structure;
Described first Shear connection structure comprises the bottom flange steel plate be fixed on bottom Wavelike steel webplate and many first pegs be fixed on bottom the steel plate of bottom flange, and many described first pegs are all built in bottom wing listrium; Described bottom flange steel plate is the horizontal steel plate laid along bottom wing listrium length direction, and many described first pegs are all in vertically to laying and its length direction along bottom wing listrium divides arrange to lay from front to back; Described bottom flange steel plate is connected with being all fixed with welding manner between Wavelike steel webplate and between the first peg with bottom flange steel plate;
Described second Shear connection structure comprises the first transverse connection that multiple tracks is through Wavelike steel webplate bottom, first transverse connection described in multiple tracks is all positioned in same level and it is all laid along the width of bottom wing listrium, described in multiple tracks, the first transverse connection is laid from front to back along the length direction of bottom wing listrium, and described Wavelike steel webplate bottom correspondence has multiple respectively for the first through hole that the first transverse connection described in multiple tracks passes; Described in described Wavelike steel webplate bottom and multiple tracks, the first transverse connection is all built in bottom wing listrium; Described first transverse connection is PBL connector or reinforcing bar, and described PBL connector is elongate steel plate and the middle part of described elongate steel plate has multiple hole from front to back; Described in multiple tracks, the length of the first transverse connection is all identical with the width of bottom wing listrium;
Described 3rd Shear connection structure comprises and to be multiplely all laid under the left side of Wavelike steel webplate left side wall bottom shear plate and to be multiplely all laid in shear plate under the right side of Wavelike steel webplate right side wall bottom, under multiple described left side, under shear plate and multiple described right side, shear plate is all laid from front to back along the length direction of bottom wing listrium, under multiple described left side, under shear plate and multiple described right side, shear plate is all laid in same level, under multiple described left side under shear plate and multiple described right side shear plate in being laid staggeredly; Under described Wavelike steel webplate bottom, multiple described left side, under shear plate and multiple described right side, shear plate is all built in bottom wing listrium.
Above-mentioned a kind of corrugated steel web plate composite box girder, is characterized in that: in two described sidepiece prestressed structures, the quantity of included first elongated presstressed reinforcing steel is together;
The quantity of described second presstressed reinforcing steel and described 3rd presstressed reinforcing steel is twice, and the second presstressed reinforcing steel described in twice lays respectively at the left and right sides of the 3rd presstressed reinforcing steel described in twice;
The quantity of described 4th presstressed reinforcing steel and the 5th presstressed reinforcing steel is twice, and described in twice, the 4th presstressed reinforcing steel lays respectively at the left and right sides of the 5th presstressed reinforcing steel described in twice.
Above-mentioned a kind of corrugated steel web plate composite box girder, it is characterized in that: the steel plate sections laying the lower shear plate in left side in described Wavelike steel webplate is that left side shear plate lays section, laying the steel plate sections of shear plate under described right side in described Wavelike steel webplate is that right side shear plate lays section; Under described left side, shear plate is that described left side shear plate is laid the shear plate that pars infrasegmentalis bends rear formation left, and under described right side, shear plate is that described right side shear plate is laid the shear plate that pars infrasegmentalis bends rear formation to the right; It is flat plate one that described left side shear plate lays section, it is flat plate two that described right side shear plate lays section, described flat plate one and described flat plate two are in parallel laying, all be connected by flat plate three between the described flat plate two that each described flat plate one is adjacent with both sides before and after it, described flat plate one, described flat plate two and described flat plate three are rectangular steel plates.
Above-mentioned a kind of corrugated steel web plate composite box girder, is characterized in that: two described Wavelike steel webplates all in vertically to laying; Described Wavelike steel webplate is formed by the corrugated steel web unit spliced that multiple structure is all identical with size, multiple described corrugated steel web unit is laid from front to back along the length direction of bottom wing listrium, and multiple described corrugated steel web unit is laid at grade; Described corrugated steel web unit is formed by the first flat plate, the second flat plate, the 3rd flat plate and the 4th straight steel plate splicing, and described first flat plate, described second flat plate, described 3rd flat plate and described 4th flat plate are laid from front to back along the length direction of bottom wing listrium; Described first flat plate is parallel laying with described 3rd flat plate, and described second flat plate and described 4th flat plate are symmetrically laid; Described first flat plate, described second flat plate, described 3rd flat plate and described 4th flat plate are square plate, described first flat plate is all identical with size with the structure of described 3rd flat plate, and described second flat plate is all identical with size with the structure of described 4th flat plate.
Above-mentioned a kind of corrugated steel web plate composite box girder, is characterized in that: described second Shear connection structure also comprises twice and is all laid in lower longitudinal connector bottom Wavelike steel webplate, and described in twice, lower longitudinal connector is separately fixed at the left and right sides bottom Wavelike steel webplate; Described in twice, lower longitudinal connector is all laid along the length direction of bottom wing listrium, and described in twice, the length of lower longitudinal connector is all identical with the length of bottom wing listrium; Described lower longitudinal connector is PBL connector or reinforcing bar;
Described 3rd Shear connection structure also comprises the second transverse connection that multiple tracks is all through Wavelike steel webplate bottom, second transverse connection described in multiple tracks is all positioned in same level and it is all laid along the width of bottom wing listrium, and under multiple described left side, under shear plate and multiple described right side, shear plate is all positioned at below the second transverse connection described in multiple tracks; Described in multiple tracks, the second transverse connection is laid from front to back along the length direction of bottom wing listrium, described in multiple tracks, the length of the second transverse connection is all identical with the width of bottom wing listrium, and described Wavelike steel webplate bottom correspondence has multiple respectively for the second through hole that the second transverse connection described in multiple tracks passes.
Above-mentioned a kind of corrugated steel web plate composite box girder, is characterized in that: described top flange plate is cast in place concrete plate, is fastenedly connected between described Wavelike steel webplate top and top flange plate by upper shear connector;
Described upper shear connector is the 4th Shear connection structure, the 5th Shear connection structure or the 6th Shear connection structure;
Described 4th Shear connection structure comprises the second peg that the top flange steel plate that is fixed on Wavelike steel webplate top and Duo Gen are all fixed on steel plate top, described top flange, and many described second pegs are all built in top flange plate; Described top flange steel plate is the horizontal steel plate laid along bottom wing listrium length direction, and many described second pegs are all in vertically to laying and its length direction along bottom wing listrium divides arrange to lay from front to back; Described top flange steel plate with between Wavelike steel webplate and described second peg be connected with being all fixed with welding manner between the steel plate of top flange;
Described 5th Shear connection structure comprises the 3rd transverse connection that multiple tracks is through Wavelike steel webplate top, 3rd transverse connection described in multiple tracks is all positioned in same level and it is all laid along the width of top flange plate, described in multiple tracks, the 3rd transverse connection is laid from front to back along the length direction of top flange plate, and described Wavelike steel webplate top correspondence has multiple respectively for the third through-hole that the 3rd transverse connection described in multiple tracks passes; Described in described Wavelike steel webplate top and multiple tracks, the 3rd transverse connection is all built in top flange plate; Described 3rd transverse connection is PBL connector or reinforcing bar; Described in multiple tracks, the length of the 3rd transverse connection is all identical with the width of top flange plate;
Described 6th Shear connection structure to comprise on multiple left side being all laid in Wavelike steel webplate left side wall top shear plate on shear plate and multiple right side being all laid in Wavelike steel webplate right side wall top, on multiple described left side, on shear plate and multiple described right side, shear plate is all laid from front to back along the length direction of top flange plate, on multiple described left side, on shear plate and multiple described right side, shear plate is all laid in same level, on multiple described left side on shear plate and multiple described right side shear plate in being laid staggeredly; On described Wavelike steel webplate top, multiple described left side, on shear plate and multiple described right side, shear plate is all built in top flange plate;
On multiple described left side, shear plate is all identical with size with the structure of shear plate on multiple described right side and be square plate; On multiple described left side, the quantity of shear plate is identical with the quantity of shear plate under multiple described left side, on multiple described left side, shear plate lays respectively under multiple described left side above shear plate, and on described left side, shear plate is all identical with size with the structure of shear plate under left side; On multiple described right side, the quantity of shear plate is identical with the quantity of shear plate under multiple described right side, on multiple described right side, shear plate lays respectively under multiple described right side above shear plate, and on described right side, shear plate is all identical with size with the structure of shear plate under described right side.
Meanwhile, the invention also discloses a kind of method step simple, reasonable in design and realize the corrugated steel web combined box beam construction technology convenient, construction effect is good, it is characterized in that this technique comprises the following steps:
Step one, prestress system and Wavelike steel webplate are laid and are installed: lay the described prestress system need constructed in bottom wing listrium, and install two described Wavelike steel webplates above bottom wing listrium of need constructing;
When described middle part prestressed structure is described first prestressed structure, described bottom wing listrium is formed by connecting by the first frange plate sections and the second frange plate sections, described first frange plate sections and described second frange plate sections are laid in same level and the width of the two is all identical with the width of bottom wing listrium, and the longitudinal length of described first frange plate sections is 0.6L ~ 0.7L; Described first frange plate sections is the front segment of bottom wing listrium or the rear segment of bottom wing listrium; When described first frange plate sections is the front segment of bottom wing listrium, described second presstressed reinforcing steel is first time tension reinforcing steel bar bundle, and described 3rd presstressed reinforcing steel is second time tension reinforcing steel bar bundle; When described first frange plate sections is the rear segment of bottom wing listrium, described 3rd presstressed reinforcing steel is first time tension reinforcing steel bar bundle, and described second presstressed reinforcing steel is second time tension reinforcing steel bar bundle;
Step 2, bottom wing listrium are constructed: construct to bottom wing listrium, process is as follows:
In the middle part of step 201, bottom flange plate portion sections concreting and first time prestressed stretch-draw:
When described middle part prestressed structure is described first prestressed structure, pouring construction is carried out to the concrete in the middle part of described first frange plate sections, and to described in the multiple tracks laid in the middle part of described first frange plate sections first time tension reinforcing steel bar bundle synchronously carry out stretch-draw; After concreting in the middle part of described first frange plate sections completes, described in multiple tracks, the inner of second time tension reinforcing steel bar bundle is all embedded in described first frange plate sections; Wherein, during to described first time tension reinforcing steel bar Shu Jinhang stretch-draw in described first frange plate sections, one-end tension mode is adopted to carry out stretch-draw;
When described middle part prestressed structure is described second prestressed structure, first pouring construction is carried out to the concrete in the middle part of described intermediate section, and synchronously stretch-draw is carried out to the 5th presstressed reinforcing steel described in the 4th presstressed reinforcing steel described in the multiple tracks laid in the middle part of described intermediate section and multiple tracks; After concreting in the middle part of described intermediate section completes, the inner of described 4th presstressed reinforcing steel and the inner of the 5th presstressed reinforcing steel are all embedded in described intermediate section; Wherein, when carrying out stretch-draw to the 4th presstressed reinforcing steel and the 5th presstressed reinforcing steel, one-end tension mode is all adopted to carry out stretch-draw;
Step 202, the remainder concreting of bottom wing listrium and second time prestressed stretch-draw:
When described middle part prestressed structure is described first prestressed structure, the concrete of bottom wing listrium remainder is built, and synchronously stretch-draw is carried out to all first elongated presstressed reinforcing steels in second time tension reinforcing steel bar bundle described in the multiple tracks in described second frange plate sections and two described sidepiece prestressed structures; Wherein, during to described second time tension reinforcing steel bar Shu Jinhang stretch-draw in described first frange plate sections, one-end tension mode is adopted to carry out stretch-draw; When carrying out stretch-draw to the first elongated presstressed reinforcing steel, the mode of the symmetrical simultaneous tension in two ends is adopted to carry out stretch-draw;
When described middle part prestressed structure is described second prestressed structure, the concrete of bottom wing listrium remainder is built, and synchronously stretch-draw is carried out to all first elongated presstressed reinforcing steels in two described sidepiece prestressed structures; Wherein, when carrying out stretch-draw to the first elongated presstressed reinforcing steel, the mode of the symmetrical simultaneous tension in two ends is adopted to carry out stretch-draw;
Before bottom wing listrium being constructed in step 2, bottom wing listrium is carried out in work progress or after bottom wing listrium has been constructed, at two described Wavelike steel webplate construction top flange plates of installation.
Above-mentioned technique, is characterized in that: top flange plate described in step one is cast in place concrete plate, is fastenedly connected between described Wavelike steel webplate top and top flange plate by upper shear connector; Carry out, in casting process, synchronously carrying out pouring construction to described top flange plate to the concrete of bottom wing listrium remainder in step 202; Before Wavelike steel webplate being installed in step one, also described lower shear connector need be installed bottom installed Wavelike steel webplate.
Above-mentioned technique, it is characterized in that: in step one when described first frange plate sections is the front segment of bottom wing listrium, the length of described first frange plate sections is not more than the length of the second the shortest presstressed reinforcing steel, and described second the shortest presstressed reinforcing steel is the shortest the second presstressed reinforcing steel of length in the second presstressed reinforcing steel described in multiple tracks; When described first frange plate sections is the rear segment of bottom wing listrium, the length of described first frange plate sections is not more than the length of the 3rd the shortest presstressed reinforcing steel, and described 3rd the shortest presstressed reinforcing steel is the shortest the 3rd presstressed reinforcing steel of length in the 3rd presstressed reinforcing steel described in multiple tracks;
When described middle part prestressed structure is described first prestressed structure, Wavelike steel webplate described in step one is spliced by the first Wavelike steel webplate sections and the second Wavelike steel webplate sections, wherein said first Wavelike steel webplate sections is laid in above described first frange plate sections, and described second Wavelike steel webplate sections is laid in above described second frange plate sections; Described first Wavelike steel webplate sections and described second Wavelike steel webplate sections are spliced by multiple Wavelike steel webplate sections, and multiple described Wavelike steel webplate sections is laid from front to back along the length direction of bottom wing listrium; When Wavelike steel webplate being installed in step one, first described first Wavelike steel webplate sections is installed; After first time described in step 201, tension reinforcing steel bar Shu Zhangla completed, and before carrying out the remainder concreting of bottom wing listrium and prestressed stretch-draw in step 202, described second Wavelike steel webplate sections is installed;
When described middle part prestressed structure is described second prestressed structure, Wavelike steel webplate described in step one is made up of front side steel web sections, rear side steel web sections and the middle part steel web sections be connected between described front side steel web sections and described rear side steel web sections, and described middle part steel web sections is laid in above described intermediate section; Described front side steel web sections, described middle part steel web sections and described rear side steel web sections are laid from front to back along the length direction of bottom wing listrium; When Wavelike steel webplate being installed in step one, first described middle part steel web sections is installed; After the 4th presstressed reinforcing steel in intermediate section described in step 201 and the 5th tension of prestressed tendon complete, and before carrying out the remainder concreting of bottom wing listrium and prestressed stretch-draw in step 202, described front side steel web sections and described rear side steel web sections are installed respectively.
The present invention compared with prior art has the following advantages:
1, simple, the reasonable stress of the structure of corrugated steel web plate composite box girder of constructing and easy construction, result of use good.Compared with ordinary concrete case beam, in many-sides such as structure stress, cost, duration, material and anti-seismic performances, there is more obvious advantage.
2, the prestress system structure in bottom wing listrium is simple, reasonable in design and result of use is good, comprise middle part prestressed structure and two sidepiece prestressed structures, wherein middle part prestressed structure is reasonable in design and it comprises the first prestressed structure and the second prestressed structure two type.
3, corrugated steel web plate composite box girder of constructing only presstressed reinforcing steel is set in bottom wing listrium, and be line beam, construct very convenient.If desired, presstressed reinforcing steel can be set in top flange plate.
4, the prestress system in bottom wing listrium is rope in body, adopt specific stretching mode, fully phase out external tendon, decrease the object of follow-up maintenance and replacing external tendon, avoid further arranging tooth plate in case beam inside, effectively reduce anchoring structure, and have and simplify work progress, effectively alleviate the deadweight of case beam, reduce the advantage such as later stage engineering cost.
5, the stress performance aspect of corrugated steel web plate composite box girder of constructing good, prestressing force efficiency improves greatly, and weight reduction about about 20% ~ 30%, saves material effectively, the corresponding anti-seismic performance that improve bridge.Therefore, all comparatively concrete box-beam bridge is good at mechanics and economic performance for corrugated steel web plate composite box girder bridge.
6, during construction, the girder radical of corrugated steel web plate composite box girder reduces relatively, and lifting number of times will lack, and the construction period can significantly shorten, and lifts weight and substantially remain unchanged, and need not change hanging device.
7, applied widely, the third dimension of Wavelike steel webplate makes the visual effect of structure, form more lively and have more aesthetic feeling, if adopt the color adapted to environment facies also further can improve the aesthetic effect of structure in Wavelike steel webplate appearance, speedway can be become, mountain area, scenic spot bridge select preferably.
8, construction method simple, reasonable in design and realize convenient, construction effect is good, prestress system in bottom wing listrium carries out stretch-draw at twice, be different from traditional prestress system, effectively can solve stretch-draw limited space and structure to creep larger problem, and result of use is good, can effectively reduce structure antiarch.Thus, twice stretch-draw construction method of the present invention not only meets structure stress needs, also solves the problem in cloth rope space and stretch-draw space simultaneously.
9, the corrugated steel web plate composite box girder good mechanical performance of institute's construction molding, prestressed step-by-step arrangement is carried out according to structural bending moments figure before practice of construction, and all prestressing force is arranged in concrete bottom wing listrium, according to structure stress need presstressed reinforcing steel is carried out stretch-draw and anchoring at twice.First, first complete the construction of bottom flange board concrete within the scope of span centre area 0 .6L-0.7L, complete prestressed first time stretch-draw, stressed object is only bottom flange concrete, and straight-line prestressed efficiency is high; And then complete the concrete construction of bottom wing listrium residual concrete and top flange, complete prestressed second time stretch-draw thus, stressed object is now complete in case beam.Like this, not only reduce construction pre-stress amount of reinforcement, improve the service efficiency of material, also solve the problem that pressuring stress level near L/4 is too high simultaneously, more greatly reduce the antiarch value of case beam under action of long-term load.
10, practical value is high and economical and social benefit is remarkable, inadequate mainly for current bottom wing listrium stretch-draw space, Wavelike steel webplate cannot arrange the defects such as external tendon, Wavelike steel webplate combining structure is applied in box girder bridge, and adopt segmentation to build, step-by-step arrangement presstressed reinforcing steel, whole for prestress system cloth to be placed in concrete bottom wing listrium and to be line beam, prestressing force is the mode such as stretch-draw at twice, not only effectively alleviate dead load, solve stretch-draw space not and structure to creep larger problem, effective minimizing structure antiarch value, correspondingly decrease construction pre-stress muscle consumption, and prestressing force adopts straight line to drastically increase prestressed service efficiency.Meanwhile, the present invention adopts prestressing with bond rope, not only solves the problem that stretch-draw space is inadequate, and more efficiently solving external tendon in bridge maintenance management needs the trouble changed, and also saves the maintenance cost in later stage.In practice of construction process, the construction method of twice tensioned prestressing bar has and effectively alleviates dead load, solves stretch-draw limited space and structure and to creep larger problem, can effectively reduce structure antiarch; And, presstressed reinforcing steel segmentation anchoring, and carry out arrangement of reinforcement according to according to structural bending moments figure, correspondingly decrease construction pre-stress reinforcing bar, by twice stretch-draw anchor, compensate for first time tension ground tackle to bounce back the loss of prestress produced, improve presstressed reinforcing steel efficiency, can effectively be applied in highway, railroad bridge.
In sum, the present invention is reasonable in design, easy construction and the corrugated steel web plate composite box girder reasonable stress of construction molding, result of use are good, effectively can solve the problems such as the input cost that existing concrete case beam exists is higher, prestressed stretch-draw limited space, stress performance are poor.The present invention adopts step-by-step arrangement prestressing force (being all straight-line prestressed), and in conjunction with twice stretch-draw prestressing force structural system, effectively alleviate dead load, and solve the problem that stretch-draw space is inadequate and structure is crept, antiarch is excessive, effectively reduce structure antiarch value, by twice stretch-draw by presstressed reinforcing steel segmentation anchoring, and carry out the layout of presstressed reinforcing steel according to structure stress bending moment diagram, correspondingly decrease construction pre-stress reinforcing bar, improve prestressing force efficiency.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is the cross-sectional configuration schematic diagram of corrugated steel web plate composite box girder in the embodiment of the present invention 1.
Fig. 2 is the structural representation of the first prestressed structure in the embodiment of the present invention 1.
Fig. 3 is the construction technology process block diagram of corrugated steel web plate composite box girder of the present invention.
Fig. 4 be in the embodiment of the present invention 1 first frange plate sections built after Construction State reference diagram.
Fig. 5 be in the embodiment of the present invention 1 corrugated steel web plate composite box girder constructed after Construction State reference diagram.
Fig. 6 is the structural representation of the first Shear connection structure in the embodiment of the present invention 1.
Fig. 7 is the structural representation of the second prestressed structure in the embodiment of the present invention 2.
Fig. 8 be in the embodiment of the present invention 2 intermediate section built after Construction State reference diagram.
Fig. 9 be in the embodiment of the present invention 2 corrugated steel web plate composite box girder constructed after Construction State reference diagram.
Figure 10 is the structural representation of the present invention the 5th Shear connection structure.
Figure 11-1 is the structural representation of corrugated steel web of the present invention, the 3rd Shear connection mechanism and the 6th Shear connection structure.
Figure 11-2 is the inside structural representation of corrugated steel web of the present invention, the 3rd Shear connection mechanism and the 6th Shear connection structure.
Figure 11-3 is the top view of Figure 11-2.
Figure 12 is the structural representation of corrugated steel web of the present invention.
Description of reference numerals:
1-Wavelike steel webplate; 2-top flange plate; 3-bottom wing listrium;
The elongated presstressed reinforcing steel of 4-1-the first; 4-2-the second presstressed reinforcing steel; 4-3-the 3rd presstressed reinforcing steel;
4-4-the 4th presstressed reinforcing steel; 4-5-the 5th presstressed reinforcing steel; 5-1-bottom flange steel plate;
6-the first peg; 7-the three transverse connection; 8-2-the second through hole;
8-4-fourth hole; Shear plate under 10-1-left side; Shear plate on 11-1-left side;
Shear plate on 11-2-right side; 12-upper longitudinal connector; 13-the four transverse connection;
15-ground tackle; 16-the second transverse connection.
Detailed description of the invention
Embodiment 1
A kind of corrugated steel web plate composite box girder as shown in Figure 1, comprise bottom wing listrium 3, top flange plate 2 above bottom wing listrium 3 and the Wavelike steel webplate 1 of two symmetric support between bottom wing listrium 3 and top flange plate 2, described top flange plate 2 and bottom wing listrium 3 are all along the vertical bridge of institute's construction bridges to carrying out level laying, described bottom wing listrium 3 is cast in place concrete plate and is fastenedly connected by two described Wavelike steel webplates 1 between itself and top flange plate 2 to be integrated, and is fastenedly connected bottom described Wavelike steel webplate 1 and between bottom wing listrium 3 by lower shear connector.As shown in Figure 2, be laid with prestress system in described bottom wing listrium 3, described prestress system is between two described Wavelike steel webplates 1.Described prestress system comprises and is laid in the sidepiece prestressed structure that middle part prestressed structure in the middle part of bottom wing listrium 3 and two are laid in bottom wing listrium 3 left and right sides respectively, the symmetrical laying of two described sidepiece prestressed structures, described middle part prestressed structure and two described sidepiece prestressed structures are laid in same level.Described sidepiece prestressed structure comprises one or multi-channel the first elongated presstressed reinforcing steel 4-1 be laid in bottom wing listrium 3, and described in multiple tracks, the first elongated presstressed reinforcing steel 4-1 is laid in same level.Described first elongated presstressed reinforcing steel 4-1 runs through bottom wing listrium 3 from front to back and its length being in bottom wing listrium 3 is L, and wherein L is that the vertical bridge of bottom wing listrium 3 is to length.Described first elongated presstressed reinforcing steel 4-1 lays along the length direction of bottom wing listrium 3.The symmetrical laying of two described Wavelike steel webplates 1, and the two is all laid along the vertical bridge of institute's construction bridges to direction.
In the present embodiment, two described Wavelike steel webplates 1 all in vertically to laying.
In the present embodiment, the distance between described middle part prestressed structure and the upper and lower surface of bottom wing listrium 3 is identical.
During practice of construction, can according to specific needs, the laying of described middle part prestressed structure highly be adjusted accordingly.
In the present embodiment, described middle part prestressed structure is the first prestressed structure.
In the present embodiment, described first prestressed structure comprises multiple tracks second presstressed reinforcing steel 4-2 and multiple tracks the 3rd presstressed reinforcing steel 4-3, described in second presstressed reinforcing steel 4-2 described in multiple tracks and multiple tracks, the 3rd presstressed reinforcing steel 4-3 is all laid in same level, and the length that described second presstressed reinforcing steel 4-2 and the 3rd presstressed reinforcing steel 4-3 is in bottom wing listrium 3 is 0.6L ~ 0.7L.Described second presstressed reinforcing steel 4-2 and the 3rd presstressed reinforcing steel 4-3 all lays along the length direction of bottom wing listrium 3.The front end of described second presstressed reinforcing steel 4-2 is positioned at bottom wing listrium 3 one side end and its rear end is embedded in bottom wing listrium 3, and the rear end of described 3rd presstressed reinforcing steel 4-3 is positioned at bottom wing listrium 3 end side and its front end is embedded in bottom wing listrium 3.The front end of described second presstressed reinforcing steel 4-2 is stretching end, and the rear end of described 3rd presstressed reinforcing steel 4-3 is stretching end.
In the present embodiment, described lower shear connector is the first Shear connection structure.
As shown in Figure 6, described first Shear connection structure comprises the bottom flange steel plate 5-1 be fixed on bottom Wavelike steel webplate 1 and many first pegs 6 be fixed on bottom the steel plate 5-1 of bottom flange, and many described first pegs 6 are all built in bottom wing listrium 3.Described bottom flange steel plate 5-1 is the horizontal steel plate laid along bottom wing listrium 3 length direction, and many described first pegs 6 are all in vertically to laying and its length direction along bottom wing listrium 3 divides arrange to lay from front to back; Described bottom flange steel plate 5-1 is connected with being all fixed with welding manner between Wavelike steel webplate 1 and between the first peg 6 with bottom flange steel plate 5-1.In the present embodiment, described bottom flange steel plate 5-1 is laid in bottom wing listrium 3 top.
In the present embodiment, described top flange plate 2 is cast in place concrete plate, is fastenedly connected between described Wavelike steel webplate 1 top and top flange plate 2 by upper shear connector.
In the present embodiment, described upper shear connector is the 4th Shear connection structure.Described 4th Shear connection structure is identical with the structure of described first Shear connection structure.
Described 4th Shear connection structure comprises the second peg that the top flange steel plate that is fixed on Wavelike steel webplate 1 top and Duo Gen are all fixed on steel plate top, described top flange, and many described second pegs are all built in top flange plate 2.Described top flange steel plate is the horizontal steel plate laid along bottom wing listrium 3 length direction, and many described second pegs are all in vertically to laying and its length direction along bottom wing listrium 3 divides arrange to lay from front to back.Described top flange steel plate with between Wavelike steel webplate 1 and described second peg be connected with being all fixed with welding manner between the steel plate of top flange.In the present embodiment, described top flange steel plate is positioned at bottom top flange plate 2.
In the present embodiment, in two described sidepiece prestressed structures, the quantity of included first elongated presstressed reinforcing steel 4-1 is together.
In the present embodiment, the quantity of described second presstressed reinforcing steel 4-2 and described 3rd presstressed reinforcing steel 4-3 is twice, and described in twice, the second presstressed reinforcing steel 4-2 lays respectively at the left and right sides of the 3rd presstressed reinforcing steel 4-3 described in twice.
In the present embodiment, the first elongated presstressed reinforcing steel 4-1 described in the 3rd presstressed reinforcing steel 4-3 described in the second presstressed reinforcing steel 4-2, twice described in twice and twice is all laid on same plane and it is in evenly laying.During practice of construction, according to the structure stress bending moment diagram of constructed case beam, the quantity of the second presstressed reinforcing steel 4-2 and the 3rd presstressed reinforcing steel 4-3 in the quantity of the first elongated presstressed reinforcing steel 4-1 included in two described sidepiece prestressed structures and described first prestressed structure is adjusted accordingly.
In the present embodiment, as shown in figure 12, described Wavelike steel webplate 1 is formed by the corrugated steel web unit spliced that multiple structure is all identical with size, multiple described corrugated steel web unit is laid from front to back along the length direction of bottom wing listrium 3, and multiple described corrugated steel web unit is laid at grade.Described corrugated steel web unit is formed by the first flat plate, the second flat plate, the 3rd flat plate and the 4th straight steel plate splicing, and described first flat plate, described second flat plate, described 3rd flat plate and described 4th flat plate are laid from front to back along the length direction of bottom wing listrium 3.Described first flat plate is parallel laying with described 3rd flat plate, and described second flat plate and described 4th flat plate are symmetrically laid.Described first flat plate, described second flat plate, described 3rd flat plate and described 4th flat plate are square plate, described first flat plate is all identical with size with the structure of described 3rd flat plate, and described second flat plate is all identical with size with the structure of described 4th flat plate.
The construction technology of a kind of corrugated steel web plate composite box girder as shown in Figure 3, comprises the following steps:
Step one, prestress system and Wavelike steel webplate are laid and are installed: lay the described prestress system need constructed in bottom wing listrium 3, and install two described Wavelike steel webplates 1 above bottom wing listrium 3 of need constructing.
In the present embodiment, described bottom wing listrium 3 is formed by connecting by the first frange plate sections and the second frange plate sections, described first frange plate sections and described second frange plate sections are laid in same level and the width of the two is all identical with the width of bottom wing listrium 3, and the longitudinal length of described first frange plate sections is 0.6L ~ 0.7L.Described first frange plate sections is the front segment of bottom wing listrium 3 or the rear segment of bottom wing listrium 3.When described first frange plate sections is the front segment of bottom wing listrium 3, described second presstressed reinforcing steel 4-2 is first time tension reinforcing steel bar bundle, and described 3rd presstressed reinforcing steel 4-3 is second time tension reinforcing steel bar bundle; When described first frange plate sections is the rear segment of bottom wing listrium 3, described 3rd presstressed reinforcing steel 4-3 is first time tension reinforcing steel bar bundle, and described second presstressed reinforcing steel 4-2 is second time tension reinforcing steel bar bundle.
In the present embodiment, after described Wavelike steel webplate 1 is in place, the Wavelike steel webplate 1 to being in place also is needed to position.
Step 2, bottom wing listrium are constructed: construct to bottom wing listrium 3, process is as follows:
In the middle part of step 201, bottom flange plate portion sections concreting and first time prestressed stretch-draw: pouring construction is carried out to the concrete in the middle part of described first frange plate sections, and to described in the multiple tracks laid in the middle part of described first frange plate sections first time tension reinforcing steel bar bundle synchronously carry out stretch-draw, its Construction State refers to Fig. 4.After concreting in the middle part of described first frange plate sections completes, described in multiple tracks, the inner of second time tension reinforcing steel bar bundle is all embedded in described first frange plate sections.Wherein, during to described first time tension reinforcing steel bar Shu Jinhang stretch-draw in described first frange plate sections, one-end tension mode is adopted to carry out stretch-draw.
During practice of construction, to when first time described in the multiple tracks laid in the middle part of described first frange plate sections, tension reinforcing steel bar bundle synchronously carried out stretch-draw, according to pre-tensioning system to first time tension reinforcing steel bar Shu Jinhang stretch-draw described in multiple tracks.In the present embodiment, after in the middle part of described first frange plate sections, the intensity of institute's concreting reaches 90% of design strength, then to described in the multiple tracks laid in the middle part of described first frange plate sections first time tension reinforcing steel bar bundle synchronously carry out stretch-draw.
Step 202, the remainder concreting of bottom wing listrium and second time prestressed stretch-draw: the concrete of bottom wing listrium 3 remainder is built, and synchronously stretch-draw is carried out to all first elongated presstressed reinforcing steel 4-1 in second time tension reinforcing steel bar bundle described in the multiple tracks in described second frange plate sections and two described sidepiece prestressed structures, its Construction State refers to Fig. 5.Wherein, during to described second time tension reinforcing steel bar Shu Jinhang stretch-draw in described first frange plate sections, one-end tension mode is adopted to carry out stretch-draw; When carrying out stretch-draw to the first elongated presstressed reinforcing steel 4-1, the mode of the symmetrical simultaneous tension in two ends is adopted to carry out stretch-draw.
Before bottom wing listrium 3 being constructed in step 2, bottom wing listrium 3 is carried out in work progress or after bottom wing listrium 3 has been constructed, to construct top flange plate 2 at two described Wavelike steel webplates 1 of installation.
In the present embodiment, when the concrete of bottom wing listrium 3 remainder being built in step 202, synchronously pouring construction is carried out to described top flange plate 2.
During practice of construction, can adjust the pouring construction time of top flange plate 2 according to specific needs.
During practice of construction, when stretch-draw is synchronously carried out to all first elongated presstressed reinforcing steel 4-1 in second time tension reinforcing steel bar bundle described in the multiple tracks in described second frange plate sections and two described sidepiece prestressed structures, carry out stretch-draw according to pre-tensioning system.In the present embodiment, after the intensity of institute's concreting reaches 90% of design strength in step 202, then stretch-draw is carried out to described second time tension reinforcing steel bar bundle and the first elongated presstressed reinforcing steel 4-1.
In practice of construction process, in step one when described first frange plate sections is the front segment of bottom wing listrium 3, the length of described first frange plate sections is not more than the length of the second the shortest presstressed reinforcing steel, and described second the shortest presstressed reinforcing steel is the shortest the second presstressed reinforcing steel 4-2 of length in the second presstressed reinforcing steel 4-2 described in multiple tracks; When described first frange plate sections is the rear segment of bottom wing listrium 3, the length of described first frange plate sections is not more than the length of the 3rd the shortest presstressed reinforcing steel, and described 3rd the shortest presstressed reinforcing steel is the shortest the 3rd presstressed reinforcing steel 4-3 of length in the 3rd presstressed reinforcing steel 4-3 described in multiple tracks.In the present embodiment, described first frange plate sections is the front segment of bottom wing listrium 3.During practice of construction, described first frange plate sections also can be the rear segment of bottom flange plate 3.
In the present embodiment, Wavelike steel webplate 1 described in step one is spliced by the first Wavelike steel webplate sections and the second Wavelike steel webplate sections, wherein said first Wavelike steel webplate sections is laid in above described first frange plate sections, and described second Wavelike steel webplate sections is laid in above described second frange plate sections; Described first Wavelike steel webplate sections and described second Wavelike steel webplate sections are spliced by multiple Wavelike steel webplate sections, and multiple described Wavelike steel webplate sections is laid from front to back along the length direction of bottom wing listrium 3.When Wavelike steel webplate 1 being installed in step one, first described first Wavelike steel webplate sections is installed; After first time described in step 201, tension reinforcing steel bar Shu Zhangla completed, and before carrying out the remainder concreting of bottom wing listrium and prestressed stretch-draw in step 202, described second Wavelike steel webplate sections is installed.
Correspondingly, when the described prestress system need constructed in bottom wing listrium 3 being laid in step one, first the second presstressed reinforcing steel 4-2 and the 3rd presstressed reinforcing steel 4-3 is laid; After first time described in step 201, tension reinforcing steel bar Shu Zhangla completed, and before carrying out the remainder concreting of bottom wing listrium and prestressed stretch-draw in step 202, the first elongated presstressed reinforcing steel 4-1 is laid.
During practice of construction, before Wavelike steel webplate 1 being installed in step one, also bottom installed Wavelike steel webplate 1, described lower shear connector need be installed.
In the present embodiment, before Wavelike steel webplate 1 being installed in step one, need the top/bottom part of installed Wavelike steel webplate 1 install respectively described on shear connector and described lower shear connector.
Further, before installing Wavelike steel webplate 1 in step one, also need to carry out preservative treatment to installed Wavelike steel webplate 1.
In the present embodiment, time in step 201 to described first time tension reinforcing steel bar Shu Jinhang stretch-draw in described first frange plate sections, adopt ground tackle 15 to carry out stretch-draw, to be tensioned complete after, respectively sealing off and covering anchorage is carried out to the ground tackle 15 at described first time tension reinforcing steel bar bundle two ends; After having constructed in step 202, the ground tackle 15 that described first time tension reinforcing steel bar bundle the inner is installed has been built in bottom wing listrium 3.
And, when the described second time tension reinforcing steel bar Shu Jinhang in described second frange plate sections being laid in step one, the inner of described second time tension reinforcing steel bar bundle is fixedly mounted on a ground tackle 15, and after the concreting in the middle part of the first frange plate sections described in step 201 completes, the ground tackle 15 that described second time tension reinforcing steel bar bundle the inner is installed is built in described first frange plate sections.When carrying out stretch-draw to the first elongated presstressed reinforcing steel 4-1 in second time tension reinforcing steel bar bundle described in the multiple tracks in described second frange plate sections and two described sidepiece prestressed structures in step 202, anchoring 15 is all adopted to carry out stretch-draw.
Embodiment 2
In the present embodiment, construct corrugated steel web plate composite box girder as different from Example 1: described middle part prestressed structure is the second prestressed structure.Composition graphs 7, described second prestressed structure comprises multiple tracks the 4th presstressed reinforcing steel 4-4 and multiple tracks the 5th presstressed reinforcing steel 4-5, and described in the 4th presstressed reinforcing steel 4-4 described in multiple tracks and multiple tracks, the 5th presstressed reinforcing steel 4-5 is all laid in same level.Described bottom wing listrium 3 is formed by connecting by front end sections, rear end sections and the intermediate section be connected between described front end sections and described rear end sections, and described front end sections, described intermediate section and described rear end sections are laid from front to back along the length direction of bottom wing listrium 3.Described in the length L1=0.6L ~ 0.7L of described intermediate section, the 4th presstressed reinforcing steel 4-4 described in multiple tracks and multiple tracks, the 5th presstressed reinforcing steel 4-5 is all laid in described intermediate section.The length that described 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5 is in described intermediate section is 0.6L1 ~ 0.7L1.Described 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5 all lays along the length direction of bottom wing listrium 3.The front end of described 4th presstressed reinforcing steel 4-4 is positioned at described intermediate section one side end and its rear end is embedded in described intermediate section, and the rear end of described 5th presstressed reinforcing steel 4-5 is positioned at described intermediate section end side and its front end is embedded in described intermediate section.The front end of described 4th presstressed reinforcing steel 4-4 is stretching end, and the rear end of described 5th presstressed reinforcing steel 4-5 is stretching end.
In the present embodiment, the quantity of described 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5 is twice, and described in twice, the 4th presstressed reinforcing steel 4-4 lays respectively at the left and right sides of the 5th presstressed reinforcing steel 4-5 described in twice.
In the present embodiment, the first elongated presstressed reinforcing steel 4-1 described in the 5th presstressed reinforcing steel 4-5 described in the 4th presstressed reinforcing steel 4-4, twice described in twice and twice is all laid on same plane and it is in evenly laying.During practice of construction, according to the structure stress bending moment diagram of constructed case beam, the quantity of the 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5 in the quantity of the first elongated presstressed reinforcing steel 4-1 included in two described sidepiece prestressed structures and described second prestressed structure is adjusted accordingly.
In the present embodiment, the remainder structure of corrugated steel web plate composite box girder of constructing and annexation, all identical with embodiment 1.
In the present embodiment, when corrugated steel web plate composite box girder is constructed, comprise the following steps:
Step one, prestress system and Wavelike steel webplate are laid and are installed: lay the described prestress system need constructed in bottom wing listrium 3, and install two described Wavelike steel webplates 1 above bottom wing listrium 3 of need constructing.
In the present embodiment, after described Wavelike steel webplate 1 is in place, the Wavelike steel webplate 1 to being in place also is needed to position.
Step 2, bottom wing listrium are constructed: construct to bottom wing listrium 3, process is as follows:
In the middle part of step 201, bottom flange plate portion sections concreting and first time prestressed stretch-draw: first pouring construction is carried out to the concrete in the middle part of described intermediate section, and synchronously stretch-draw is carried out to the 5th presstressed reinforcing steel 4-5 described in the 4th presstressed reinforcing steel 4-4 described in the multiple tracks laid in the middle part of described intermediate section and multiple tracks; After concreting in the middle part of described intermediate section completes, the inner of described 4th presstressed reinforcing steel 4-4 and the inner of the 5th presstressed reinforcing steel 4-5 are all embedded in described intermediate section; Wherein, when carrying out stretch-draw to the 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5, all adopt one-end tension mode to carry out stretch-draw, its Construction State refers to Fig. 8.
During practice of construction, when stretch-draw is carried out to the 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5, all carry out stretch-draw according to pre-tensioning system.In embodiment, after the intensity of institute's concreting reaches 90% of design strength in the middle part of described intermediate section, more synchronously stretch-draw is carried out to the 5th presstressed reinforcing steel 4-5 described in the 4th presstressed reinforcing steel 4-4 described in multiple tracks and multiple tracks.
Step 202, the remainder concreting of bottom wing listrium and second time prestressed stretch-draw: the concrete of bottom wing listrium 3 remainder is built, and synchronously stretch-draw is carried out to all first elongated presstressed reinforcing steel 4-1 in two described sidepiece prestressed structures, its Construction State refers to Fig. 9.Wherein, when carrying out stretch-draw to the first elongated presstressed reinforcing steel 4-1, the mode of the symmetrical simultaneous tension in two ends is adopted to carry out stretch-draw.
Before bottom wing listrium 3 being constructed in step 2, bottom wing listrium 3 is carried out in work progress or after bottom wing listrium 3 has been constructed, to construct top flange plate 2 at the Wavelike steel webplate 1 of installation.
In the present embodiment, complete until the concreting of bottom wing listrium 3 remainder in step 202 and after prestressed stretch-draw, pouring construction carried out to described top flange plate 2.
During practice of construction, can adjust the pouring construction time of top flange plate 2 according to specific needs.
During practice of construction, when stretch-draw is carried out to the first elongated presstressed reinforcing steel 4-1, carry out stretch-draw according to pre-tensioning system.In the present embodiment, after the intensity of institute's concreting reaches 90% of design strength in step 202, then stretch-draw is carried out to described first elongated presstressed reinforcing steel 4-1.
In the present embodiment, Wavelike steel webplate 1 described in step one is made up of front side steel web sections, rear side steel web sections and the middle part steel web sections be connected between described front side steel web sections and described rear side steel web sections, and described middle part steel web sections is laid in above described intermediate section; Described front side steel web sections, described middle part steel web sections and described rear side steel web sections are laid from front to back along the length direction of bottom wing listrium 3; When Wavelike steel webplate 1 being installed in step one, first described middle part steel web sections is installed; After the 4th presstressed reinforcing steel 4-4 in intermediate section described in step 201 and the 5th presstressed reinforcing steel 4-5 stretch-draw complete, and before carrying out the remainder concreting of bottom wing listrium and prestressed stretch-draw in step 202, described front side steel web sections and described rear side steel web sections are installed respectively.
Correspondingly, when the described prestress system need constructed in bottom wing listrium 3 being laid in step one, first the 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5 is laid; After the 4th presstressed reinforcing steel 4-4 described in step 201 and the 5th presstressed reinforcing steel 4-5 stretch-draw complete, and before carrying out the remainder concreting of bottom wing listrium and prestressed stretch-draw in step 202, the first elongated presstressed reinforcing steel 4-1 is laid.
During practice of construction, before Wavelike steel webplate 1 being installed in step one, also bottom installed Wavelike steel webplate 1, described lower shear connector need be installed.
In the present embodiment, before Wavelike steel webplate 1 being installed in step one, need the top/bottom part of installed Wavelike steel webplate 1 install respectively described on shear connector and described lower shear connector.
Further, before installing Wavelike steel webplate 1 in step one, also need to carry out preservative treatment to installed Wavelike steel webplate 1.
In the present embodiment, when stretch-draw being carried out to the 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5 in step 201, all adopt ground tackle 15 carry out stretch-draw, to be tensioned complete after, respectively sealing off and covering anchorage is carried out to the ground tackle 15 at the 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5 two ends; After having constructed in step 202, the ground tackle 15 that described 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5 two ends are installed all has been built in bottom wing listrium 3.
And, when the 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5 being laid in step one, the inner of the inner of 4th presstressed reinforcing steel 4-4 and the 5th presstressed reinforcing steel 4-5 is fixedly mounted on a ground tackle 15 respectively, and after the concreting in the middle part of intermediate section described in step 201 completes, the ground tackle 15 that the inner of described 4th presstressed reinforcing steel 4-4 and the inner of the 5th presstressed reinforcing steel 4-5 are installed all is built in described intermediate section.When carrying out stretch-draw to described first elongated presstressed reinforcing steel 4-1 in step 202, anchoring 15 is adopted to carry out stretch-draw.
Embodiment 3
In the present embodiment, as shown in Figure 10, construct corrugated steel web plate composite box girder as different from Example 1: described lower shear connector is the second Shear connection structure.Described second Shear connection structure comprises the first transverse connection that multiple tracks is through Wavelike steel webplate 1 bottom, first transverse connection described in multiple tracks is all positioned in same level and it is all laid along the width of bottom wing listrium 3, described in multiple tracks, the first transverse connection is laid from front to back along the length direction of bottom wing listrium 3, and described Wavelike steel webplate 1 bottom correspondence has multiple respectively for the first through hole that the first transverse connection described in multiple tracks passes.Described in described Wavelike steel webplate 1 bottom and multiple tracks, the first transverse connection is all built in bottom wing listrium 3.Described first transverse connection is PBL connector or reinforcing bar, and described PBL connector is elongate steel plate and the middle part of described elongate steel plate has multiple hole from front to back.Described in multiple tracks, the length of the first transverse connection is all identical with the width of bottom wing listrium 3.
In the present embodiment, described first transverse connection is reinforcing bar.First transverse connection described in multiple tracks is in evenly laying.
During practice of construction, described first transverse connection also can be PBL connector.Further, described PBL connector is elongate steel plate and the middle part of described elongate steel plate has multiple hole from front to back, and this elongate steel plate is vertically to laying.In the present embodiment, described hole is circular hole.
Meanwhile, described second Shear connection structure also comprises twice and is all laid in lower longitudinal connector bottom Wavelike steel webplate 1, and described in twice, lower longitudinal connector is separately fixed at the left and right sides bottom Wavelike steel webplate 1; Described in twice, lower longitudinal connector is all laid along the length direction of bottom wing listrium 3, and described in twice, the length of lower longitudinal connector is all identical with the length of bottom wing listrium 3.Described lower longitudinal connector is PBL connector or reinforcing bar.Described lower longitudinal connector is connected with being fixed with welding manner between Wavelike steel webplate 1.
In the present embodiment, described lower longitudinal connector is reinforcing bar.
During practice of construction, described lower longitudinal connector also can be PBL connector.Further, this PBL connector (i.e. elongate steel plate) is vertically to laying.
In the present embodiment, described in twice, lower longitudinal connector is laid in bottom described first flat plate and described 3rd flat plate respectively.Described in twice, lower longitudinal connector is all laid in same level.
In the present embodiment, described upper shear connector is the 5th Shear connection structure, and the structure of described 5th Shear connection structure is identical with the structure of described second Shear connection structure.
Described 5th Shear connection structure comprises the 3rd transverse connection 7 that multiple tracks is through Wavelike steel webplate 1 top, 3rd transverse connection 7 described in multiple tracks is all positioned in same level and it is all laid along the width of top flange plate 2, described in multiple tracks, the 3rd transverse connection 7 is laid from front to back along the length direction of top flange plate 2, and described Wavelike steel webplate 1 top correspondence has multiple respectively for the third through-hole that the 3rd transverse connection 7 described in multiple tracks passes.Described in described Wavelike steel webplate 1 top and multiple tracks, the 3rd transverse connection 7 is all built in top flange plate 2.Described 3rd transverse connection 7 is PBL connector or reinforcing bar; Described in multiple tracks, the length of the 3rd transverse connection 7 is all identical with the width of top flange plate 2.
In the present embodiment, described 3rd transverse connection 7 is reinforcing bar.Described in multiple tracks, the 3rd transverse connection 7 is in evenly laying.
During practice of construction, described 3rd transverse connection 7 also can be PBL connector.Further, this PBL connector (i.e. elongate steel plate) is vertically to laying.
Meanwhile, described 5th Shear connection structure also comprises upper longitudinal connector 12 that twice are all laid in Wavelike steel webplate 1 top, and described in twice, upper longitudinal connector 12 is separately fixed at the left and right sides, Wavelike steel webplate 1 top; Described in twice, upper longitudinal connector 12 is all laid along the length direction of top flange plate 2, and described in twice, the length of upper longitudinal connector 12 is all identical with the length of top flange plate 2; Described longitudinal connector 12 is PBL connector or reinforcing bar.
In the present embodiment, described longitudinal connector 12 is reinforcing bar.
During practice of construction, described longitudinal connector 12 also can be PBL connector.Further, this PBL connector (i.e. elongate steel plate) is vertically to laying.
In the present embodiment, two described longitudinal connectors 12 are laid in described first flat plate and described 3rd flat plate top respectively.
In the present embodiment, described first through hole and described third through-hole are manhole.
In the present embodiment, the remainder structure of corrugated steel web plate composite box girder of constructing and annexation, all identical with embodiment 1.
In the present embodiment, the construction technology of corrugated steel web plate composite box girder of constructing identical with embodiment 1.
Embodiment 4
In the present embodiment, as shown in Figure 11-1, Figure 11-2 and Figure 11-3, construct corrugated steel web plate composite box girder as different from Example 1: described lower shear connector is the 3rd Shear connection structure.
Described 3rd Shear connection structure comprises and to be multiplely all laid under the left side of Wavelike steel webplate 1 left side wall bottom shear plate 10-1 and to be multiplely all laid in shear plate under the right side of Wavelike steel webplate 1 right side wall bottom, under multiple described left side, under shear plate 10-1 and multiple described right side, shear plate is all laid from front to back along the length direction of bottom wing listrium 3, under multiple described left side, under shear plate 10-1 and multiple described right side, shear plate is all laid in same level, under multiple described left side under shear plate 10-1 and multiple described right side shear plate in being laid staggeredly.Under described Wavelike steel webplate 1 bottom, multiple described left side, under shear plate 10-1 and multiple described right side, shear plate is all built in bottom wing listrium 3.
In the present embodiment, described 3rd Shear connection structure also comprises the second transverse connection 16 that multiple tracks is all through Wavelike steel webplate 1 bottom, second transverse connection 16 described in multiple tracks is all positioned in same level and it is all laid along the width of bottom wing listrium 3, and under multiple described left side, under shear plate 10-1 and multiple described right side, shear plate is all positioned at below the second transverse connection 16 described in multiple tracks.Described in multiple tracks, the second transverse connection 16 is laid from front to back along the length direction of bottom wing listrium 3, described in multiple tracks, the length of the second transverse connection 16 is all identical with the width of bottom wing listrium 3, and described Wavelike steel webplate 1 bottom correspondence has multiple respectively for the second through hole 8-2 that the second transverse connection 16 described in multiple tracks passes.
In the present embodiment, described second transverse connection 16 is reinforcing bar.Described in multiple tracks, the second transverse connection 16 is in evenly laying.
During practice of construction, described second transverse connection 16 also can be PBL connector.Further, described PBL connector is elongate steel plate and the middle part of described elongate steel plate has multiple hole from front to back, and this elongate steel plate is vertically to laying.In the present embodiment, described hole is circular hole.
In the present embodiment, the steel plate sections laying the lower shear plate 10-1 in left side in described Wavelike steel webplate 1 is that left side shear plate lays section, and laying the steel plate sections of shear plate under described right side in described Wavelike steel webplate 1 is that right side shear plate lays section; Under described left side, described left side shear plate is laid the shear plate that pars infrasegmentalis bends rear formation left by shear plate 10-1, and under described right side, shear plate is that described right side shear plate is laid the shear plate that pars infrasegmentalis bends rear formation to the right.
In the present embodiment, under multiple described left side, shear plate 10-1 is all identical with size with the structure of shear plate under multiple described right side and be square plate.
In the present embodiment, under multiple described left side, under shear plate 10-1 and multiple described right side, shear plate is all in evenly laying, and the spacing under two described right sides adjacent with front and back of the spacing under adjacent two described left sides, front and back between shear plate 10-1 between shear plate is identical.Under multiple described left side, the structure of shear plate 10-1 is all identical with size, and under multiple described right side, the structure of shear plate is all identical with size, and under described left side, shear plate 10-1 is all identical with size with the structure of shear plate under described right side.
In the present embodiment, described upper shear connector is the 6th Shear connection structure, and the structure of described 6th Shear connection structure is identical with the structure of described 3rd Shear connection structure.
Described 6th Shear connection structure to comprise on multiple left side being all laid in Wavelike steel webplate 1 left side wall top shear plate 11-2 on shear plate 11-1 and multiple right side being all laid in Wavelike steel webplate 1 right side wall top, on multiple described left side, on shear plate 11-1 and multiple described right side, shear plate 11-2 all lays from front to back along the length direction of top flange plate 2, on multiple described left side, on shear plate 11-1 and multiple described right side, shear plate 11-2 is all laid in same level, on multiple described left side on shear plate 11-1 and multiple described right side shear plate 11-2 in being laid staggeredly, on described Wavelike steel webplate 1 top, multiple described left side, on shear plate 11-1 and multiple described right side, shear plate 11-2 all builds in top flange plate 2.
Simultaneously, described 6th Shear connection structure also comprises the 4th transverse connection 13 that multiple tracks is all through Wavelike steel webplate 1 top, 4th transverse connection 13 described in multiple tracks is all positioned in same level and it is all laid along the width of top flange plate 2, and on multiple described left side, on shear plate 11-1 and multiple described right side, shear plate 11-2 is all positioned at above the 4th transverse connection 13 described in multiple tracks; Described in multiple tracks, the 4th transverse connection 13 is laid from front to back along the length direction of top flange plate 2, described in multiple tracks, the length of the 4th transverse connection 13 is all identical with the width of top flange plate 2, and described Wavelike steel webplate 1 top correspondence has multiple respectively for the fourth hole 8-4 that the 4th transverse connection 13 described in multiple tracks passes.
In the present embodiment, described 4th transverse connection 13 is reinforcing bar.Described in multiple tracks, the 4th transverse connection 13 is in evenly laying.
During practice of construction, described 4th transverse connection 13 also can be PBL connector.Further, described PBL connector is elongate steel plate and the middle part of described elongate steel plate has multiple hole from front to back, and this elongate steel plate is vertically to laying.In the present embodiment, described hole is circular hole.
In the present embodiment, multiple described Wavelike steel webplate 1 top is all fastenedly connected with top flange plate 2, described 3rd Shear connection structure set on multiple described Wavelike steel webplate 1 shares the second transverse connection 16 described in multiple tracks, and described 6th Shear connection structure set on multiple described Wavelike steel webplate 1 shares the 4th transverse connection 13 described in multiple tracks.
In the present embodiment, on multiple described left side, shear plate 11-1 is all identical with size with the structure of shear plate 11-2 on multiple described right side and be square plate.On multiple described left side, the quantity of shear plate 11-1 is identical with the quantity of shear plate 10-1 under multiple described left side, on multiple described left side, shear plate 11-1 to lay respectively under multiple described left side above shear plate 10-1, on described left side, shear plate 11-1 is all identical with size with the structure of shear plate 10-1 under left side, and on described left side, described left side shear plate is laid the shear plate that section top bends rear formation left by shear plate 11-1.On multiple described right side, the quantity of shear plate 11-2 is identical with the quantity of shear plate under multiple described right side, on multiple described right side, shear plate 11-2 to lay respectively under multiple described right side above shear plate, on described right side, shear plate 11-2 is all identical with size with the structure of shear plate under described right side, and on described right side, described right side shear plate is laid the shear plate that section top bends rear formation to the right by shear plate 11-2.
Actually add man-hour, it is flat plate one that described side shear plate lays section, it is flat plate two that described right side shear plate lays section, described flat plate one and described flat plate two are in parallel laying, all be connected by flat plate three between the described flat plate two that each described flat plate one is adjacent with both sides before and after it, described flat plate one, described flat plate two and described flat plate three are rectangular steel plates.In the present embodiment, described flat plate one is the first flat plate, and described flat plate two is the second flat plate.
In the present embodiment, described second through hole 8-2 and fourth hole 8-4 is circular hole.
In the present embodiment, the remainder structure of corrugated steel web plate composite box girder of constructing and annexation, all identical with embodiment 1.
In the present embodiment, the construction technology of corrugated steel web plate composite box girder of constructing identical with embodiment 1.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.

Claims (10)

1. a corrugated steel web plate composite box girder, it is characterized in that: comprise bottom wing listrium (3), be positioned at top flange plate (2) and the Wavelike steel webplate (1) of two symmetric support between bottom wing listrium (3) and top flange plate (2) of bottom wing listrium (3) top, described top flange plate (2) and bottom wing listrium (3) are all along the vertical bridge of institute's construction bridges to carrying out level laying, described bottom wing listrium (3) is fastenedly connected by two described Wavelike steel webplates (1) for cast in place concrete plate and between itself and top flange plate (2) and is integrated, be fastenedly connected by lower shear connector between described Wavelike steel webplate (1) bottom and bottom wing listrium (3), be laid with prestress system in described bottom wing listrium (3), described prestress system is positioned between two described Wavelike steel webplates (1), described prestress system comprises the middle part prestressed structure and two sidepiece prestressed structures being laid in bottom wing listrium (3) left and right sides respectively that are laid in bottom wing listrium (3) middle part, the symmetrical laying of two described sidepiece prestressed structures, described middle part prestressed structure and two described sidepiece prestressed structures are laid in same level, described sidepiece prestressed structure comprises one or multi-channel the first elongated presstressed reinforcing steel (4-1) be laid in bottom wing listrium (3), and described in multiple tracks, the first elongated presstressed reinforcing steel (4-1) is laid in same level, described first elongated presstressed reinforcing steel (4-1) runs through bottom wing listrium (3) from front to back and its length being in bottom wing listrium (3) is L, and wherein L is that the vertical bridge of bottom wing listrium (3) is to length, described first elongated presstressed reinforcing steel (4-1) is laid along the length direction of bottom wing listrium (3),
Described middle part prestressed structure is the first prestressed structure or the second prestressed structure;
Described first prestressed structure comprises multiple tracks second presstressed reinforcing steel (4-2) and multiple tracks the 3rd presstressed reinforcing steel (4-3), described in second presstressed reinforcing steel (4-2) described in multiple tracks and multiple tracks, the 3rd presstressed reinforcing steel (4-3) is all laid in same level, and the length that described second presstressed reinforcing steel (4-2) and the 3rd presstressed reinforcing steel (4-3) are in bottom wing listrium (3) is 0.6L ~ 0.7L; Described second presstressed reinforcing steel (4-2) and the 3rd presstressed reinforcing steel (4-3) are all laid along the length direction of bottom wing listrium (3); The front end of described second presstressed reinforcing steel (4-2) is positioned at bottom wing listrium (3) side end and its rear end is embedded in bottom wing listrium (3), and the rear end of described 3rd presstressed reinforcing steel (4-3) is positioned at bottom wing listrium (3) end side and its front end is embedded in bottom wing listrium (3); The front end of described second presstressed reinforcing steel (4-2) is stretching end, and the rear end of described 3rd presstressed reinforcing steel (4-3) is stretching end;
Described second prestressed structure comprises multiple tracks the 4th presstressed reinforcing steel (4-4) and multiple tracks the 5th presstressed reinforcing steel (4-5), and described in the 4th presstressed reinforcing steel (4-4) described in multiple tracks and multiple tracks, the 5th presstressed reinforcing steel (4-5) is all laid in same level; Described bottom wing listrium (3) is formed by connecting by front end sections, rear end sections and the intermediate section be connected between described front end sections and described rear end sections, and described front end sections, described intermediate section and described rear end sections are laid from front to back along the length direction of bottom wing listrium (3); Length L1=0.6L ~ the 0.7L of described intermediate section, described in the 4th presstressed reinforcing steel (4-4) described in multiple tracks and multiple tracks, the 5th presstressed reinforcing steel (4-5) is all laid in described intermediate section; The length that described 4th presstressed reinforcing steel (4-4) and the 5th presstressed reinforcing steel (4-5) are in described intermediate section is 0.6L1 ~ 0.7L1; Described 4th presstressed reinforcing steel (4-4) and the 5th presstressed reinforcing steel (4-5) are all laid along the length direction of bottom wing listrium (3); The front end of described 4th presstressed reinforcing steel (4-4) is positioned at described intermediate section one side end and its rear end is embedded in described intermediate section, and the rear end of described 5th presstressed reinforcing steel (4-5) is positioned at described intermediate section end side and its front end is embedded in described intermediate section; The front end of described 4th presstressed reinforcing steel (4-4) is stretching end, and the rear end of described 5th presstressed reinforcing steel (4-5) is stretching end.
2. according to a kind of corrugated steel web plate composite box girder according to claim 1, it is characterized in that: described lower shear connector is the first Shear connection structure, the second Shear connection structure or the 3rd Shear connection structure;
Described first Shear connection structure comprises the bottom flange steel plate (5-1) being fixed on Wavelike steel webplate (1) bottom and many first pegs (6) being fixed on bottom flange steel plate (5-1) bottom, and many described first pegs (6) are all built in bottom wing listrium (3); Described bottom flange steel plate (5-1) is the horizontal steel plate laid along bottom wing listrium (3) length direction, and many described first pegs (6) are all in vertically to laying and its length direction along bottom wing listrium (3) divides arrange to lay from front to back; All be fixed with welding manner between described bottom flange steel plate (5-1) with Wavelike steel webplate (1) and between the first peg (6) with bottom flange steel plate (5-1) and be connected;
Described second Shear connection structure comprises the first transverse connection that multiple tracks is through Wavelike steel webplate (1) bottom, first transverse connection described in multiple tracks is all positioned in same level and it is all laid along the width of bottom wing listrium (3), first transverse connection described in multiple tracks is laid from front to back along the length direction of bottom wing listrium (3), and described Wavelike steel webplate (1) bottom correspondence has multiple respectively for the first through hole that the first transverse connection described in multiple tracks passes; Described in described Wavelike steel webplate (1) bottom and multiple tracks, the first transverse connection is all built in bottom wing listrium (3); Described first transverse connection is PBL connector or reinforcing bar, and described PBL connector is elongate steel plate and the middle part of described elongate steel plate has multiple hole from front to back; The length of the first transverse connection described in multiple tracks is all identical with the width of bottom wing listrium (3);
Described 3rd Shear connection structure comprises and to be multiplely all laid under the left side of Wavelike steel webplate (1) left side wall bottom shear plate (10-1) and to be multiplely all laid in shear plate under the right side of Wavelike steel webplate (1) right side wall bottom, under multiple described left side, under shear plate (10-1) and multiple described right side, shear plate is all laid from front to back along the length direction of bottom wing listrium (3), under multiple described left side, under shear plate (10-1) and multiple described right side, shear plate is all laid in same level, under multiple described left side under shear plate (10-1) and multiple described right side shear plate in being laid staggeredly, under described Wavelike steel webplate (1) bottom, multiple described left side, under shear plate (10-1) and multiple described right side, shear plate is all built in bottom wing listrium (3).
3. according to a kind of corrugated steel web plate composite box girder described in claim 1 or 2, it is characterized in that: in two described sidepiece prestressed structures, the quantity of included first elongated presstressed reinforcing steel (4-1) is together;
The quantity of described second presstressed reinforcing steel (4-2) and described 3rd presstressed reinforcing steel (4-3) is twice, and the second presstressed reinforcing steel (4-2) described in twice lays respectively at the left and right sides of the 3rd presstressed reinforcing steel (4-3) described in twice;
The quantity of described 4th presstressed reinforcing steel (4-4) and the 5th presstressed reinforcing steel (4-5) is twice, and described in twice, the 4th presstressed reinforcing steel (4-4) lays respectively at the left and right sides of the 5th presstressed reinforcing steel (4-5) described in twice.
4. according to a kind of corrugated steel web plate composite box girder according to claim 2, it is characterized in that: in described Wavelike steel webplate (1), the steel plate sections of the lower shear plate (10-1) in laying left side is that left side shear plate lays section, in described Wavelike steel webplate (1), under the described right side of laying, the steel plate sections of shear plate is that right side shear plate lays section; Under described left side, shear plate (10-1) is that described left side shear plate is laid the shear plate that pars infrasegmentalis bends rear formation left, and under described right side, shear plate is that described right side shear plate is laid the shear plate that pars infrasegmentalis bends rear formation to the right; It is flat plate one that described left side shear plate lays section, it is flat plate two that described right side shear plate lays section, described flat plate one and described flat plate two are in parallel laying, all be connected by flat plate three between the described flat plate two that each described flat plate one is adjacent with both sides before and after it, described flat plate one, described flat plate two and described flat plate three are rectangular steel plates.
5., according to a kind of corrugated steel web plate composite box girder described in claim 1 or 2, it is characterized in that: two described Wavelike steel webplates (1) all in vertically to laying; Described Wavelike steel webplate (1) is formed by the corrugated steel web unit spliced that multiple structure is all identical with size, multiple described corrugated steel web unit is laid from front to back along the length direction of bottom wing listrium (3), and multiple described corrugated steel web unit is laid at grade; Described corrugated steel web unit is formed by the first flat plate, the second flat plate, the 3rd flat plate and the 4th straight steel plate splicing, and described first flat plate, described second flat plate, described 3rd flat plate and described 4th flat plate are laid from front to back along the length direction of bottom wing listrium (3); Described first flat plate is parallel laying with described 3rd flat plate, and described second flat plate and described 4th flat plate are symmetrically laid; Described first flat plate, described second flat plate, described 3rd flat plate and described 4th flat plate are square plate, described first flat plate is all identical with size with the structure of described 3rd flat plate, and described second flat plate is all identical with size with the structure of described 4th flat plate.
6. according to a kind of corrugated steel web plate composite box girder according to claim 2, it is characterized in that: described second Shear connection structure also comprises lower longitudinal connector that twice are all laid in Wavelike steel webplate (1) bottom, described in twice, lower longitudinal connector is separately fixed at the left and right sides, Wavelike steel webplate (1) bottom; Described in twice, lower longitudinal connector is all laid along the length direction of bottom wing listrium (3), and described in twice, the length of lower longitudinal connector is all identical with the length of bottom wing listrium (3); Described lower longitudinal connector is PBL connector or reinforcing bar;
Described 3rd Shear connection structure also comprises the second transverse connection (16) that multiple tracks is all through Wavelike steel webplate (1) bottom, second transverse connection (16) described in multiple tracks is all positioned in same level and it is all laid along the width of bottom wing listrium (3), and under multiple described left side, under shear plate (10-1) and multiple described right side, shear plate is all positioned at the second transverse connection (16) below described in multiple tracks; Described in multiple tracks, the second transverse connection (16) is laid from front to back along the length direction of bottom wing listrium (3), described in multiple tracks, the length of the second transverse connection (16) is all identical with the width of bottom wing listrium (3), and described Wavelike steel webplate (1) bottom correspondence has multiple the second through hole (8-2) supplying the second transverse connection (16) described in multiple tracks to pass respectively.
7. according to a kind of corrugated steel web plate composite box girder according to claim 2, it is characterized in that: described top flange plate (2) is cast in place concrete plate, be fastenedly connected by upper shear connector between described Wavelike steel webplate (1) top and top flange plate (2);
Described upper shear connector is the 4th Shear connection structure, the 5th Shear connection structure or the 6th Shear connection structure;
Described 4th Shear connection structure comprises the second peg that the top flange steel plate that is fixed on Wavelike steel webplate (1) top and Duo Gen are all fixed on steel plate top, described top flange, and many described second pegs are all built in top flange plate (2); Described top flange steel plate is the horizontal steel plate laid along bottom wing listrium (3) length direction, and many described second pegs are all in vertically to laying and its length direction along bottom wing listrium (3) divides arrange to lay from front to back; Between described top flange steel plate with Wavelike steel webplate (1) and described second peg be connected with being all fixed with welding manner between the steel plate of top flange;
Described 5th Shear connection structure comprises the 3rd transverse connection (7) that multiple tracks is through Wavelike steel webplate (1) top, 3rd transverse connection (7) described in multiple tracks is all positioned in same level and it is all laid along the width of top flange plate (2), described in multiple tracks, the 3rd transverse connection (7) is laid from front to back along the length direction of top flange plate (2), and described Wavelike steel webplate (1) top correspondence has and multiplely supplies the third through-hole that described in multiple tracks, the 3rd transverse connection (7) passes respectively; Described in described Wavelike steel webplate (1) top and multiple tracks, the 3rd transverse connection (7) is all built in top flange plate (2); Described 3rd transverse connection (7) is PBL connector or reinforcing bar; Described in multiple tracks, the length of the 3rd transverse connection (7) is all identical with the width of top flange plate (2);
Described 6th Shear connection structure to comprise on multiple left side being all laid in Wavelike steel webplate (1) left side wall top shear plate (11-2) on shear plate (11-1) and multiple right side being all laid in Wavelike steel webplate (1) right side wall top, on multiple described left side, on shear plate (11-1) and multiple described right side, shear plate (11-2) is all laid from front to back along the length direction of top flange plate (2), on multiple described left side, on shear plate (11-1) and multiple described right side, shear plate (11-2) is all laid in same level, on multiple described left side on shear plate (11-1) and multiple described right side shear plate (11-2) in being laid staggeredly, on described Wavelike steel webplate (1) top, multiple described left side, on shear plate (11-1) and multiple described right side, shear plate (11-2) is all built in top flange plate (2),
On multiple described left side, shear plate (11-1) is all identical with size with the structure of shear plate (11-2) on multiple described right side and be square plate; On multiple described left side, the quantity of shear plate (11-1) is identical with the quantity of shear plate (10-1) under multiple described left side, on multiple described left side, shear plate (11-1) lays respectively at shear plate (10-1) top under multiple described left side, and on described left side, shear plate (11-1) is all identical with size with the structure of shear plate under left side (10-1); On multiple described right side, the quantity of shear plate (11-2) is identical with the quantity of shear plate under multiple described right side, on multiple described right side, shear plate (11-2) lays respectively under multiple described right side above shear plate, and on described right side, shear plate (11-2) is all identical with size with the structure of shear plate under described right side.
8., to the technique that corrugated steel web combined box beam is as claimed in claim 1 constructed, it is characterized in that this technique comprises the following steps:
Step one, prestress system and Wavelike steel webplate are laid and are installed: lay the described prestress system need constructed in bottom wing listrium (3), and install two described Wavelike steel webplates (1) in bottom wing listrium (3) top of need constructing;
When described middle part prestressed structure is described first prestressed structure, described bottom wing listrium (3) is formed by connecting by the first frange plate sections and the second frange plate sections, described first frange plate sections and described second frange plate sections are laid in same level and the width of the two is all identical with the width of bottom wing listrium (3), and the longitudinal length of described first frange plate sections is 0.6L ~ 0.7L; Described first frange plate sections is the front segment of bottom wing listrium (3) or the rear segment of bottom wing listrium (3); When described first frange plate sections is the front segment of bottom wing listrium (3), described second presstressed reinforcing steel (4-2) is first time tension reinforcing steel bar bundle, and described 3rd presstressed reinforcing steel (4-3) is second time tension reinforcing steel bar bundle; When described first frange plate sections is the rear segment of bottom wing listrium (3), described 3rd presstressed reinforcing steel (4-3) is first time tension reinforcing steel bar bundle, and described second presstressed reinforcing steel (4-2) is second time tension reinforcing steel bar bundle;
Step 2, bottom wing listrium are constructed: construct to bottom wing listrium (3), process is as follows:
In the middle part of step 201, bottom flange plate portion sections concreting and first time prestressed stretch-draw:
When described middle part prestressed structure is described first prestressed structure, pouring construction is carried out to the concrete in the middle part of described first frange plate sections, and to described in the multiple tracks laid in the middle part of described first frange plate sections first time tension reinforcing steel bar bundle synchronously carry out stretch-draw; After concreting in the middle part of described first frange plate sections completes, described in multiple tracks, the inner of second time tension reinforcing steel bar bundle is all embedded in described first frange plate sections; Wherein, during to described first time tension reinforcing steel bar Shu Jinhang stretch-draw in described first frange plate sections, one-end tension mode is adopted to carry out stretch-draw;
When described middle part prestressed structure is described second prestressed structure, first pouring construction is carried out to the concrete in the middle part of described intermediate section, and synchronously stretch-draw is carried out to the 5th presstressed reinforcing steel (4-5) described in the 4th presstressed reinforcing steel (4-4) described in the multiple tracks laid in the middle part of described intermediate section and multiple tracks; After concreting in the middle part of described intermediate section completes, the inner of described 4th presstressed reinforcing steel (4-4) and the inner of the 5th presstressed reinforcing steel (4-5) are all embedded in described intermediate section; Wherein, when carrying out stretch-draw to the 4th presstressed reinforcing steel (4-4) and the 5th presstressed reinforcing steel (4-5), one-end tension mode is all adopted to carry out stretch-draw;
Step 202, the remainder concreting of bottom wing listrium and second time prestressed stretch-draw:
When described middle part prestressed structure is described first prestressed structure, the concrete of bottom wing listrium (3) remainder is built, and synchronously stretch-draw is carried out to all first elongated presstressed reinforcing steels (4-1) in second time tension reinforcing steel bar bundle described in the multiple tracks in described second frange plate sections and two described sidepiece prestressed structures; Wherein, during to described second time tension reinforcing steel bar Shu Jinhang stretch-draw in described first frange plate sections, one-end tension mode is adopted to carry out stretch-draw; When carrying out stretch-draw to the first elongated presstressed reinforcing steel (4-1), the mode of the symmetrical simultaneous tension in two ends is adopted to carry out stretch-draw;
When described middle part prestressed structure is described second prestressed structure, the concrete of bottom wing listrium (3) remainder is built, and synchronously stretch-draw is carried out to all first elongated presstressed reinforcing steels (4-1) in two described sidepiece prestressed structures; Wherein, when carrying out stretch-draw to the first elongated presstressed reinforcing steel (4-1), the mode of the symmetrical simultaneous tension in two ends is adopted to carry out stretch-draw;
Before bottom wing listrium (3) being constructed in step 2, bottom wing listrium (3) is carried out in work progress or after bottom wing listrium (3) has been constructed, two described Wavelike steel webplates (1) construction top flange plate (2) of installation.
9. according to technique according to claim 8, it is characterized in that: top flange plate described in step one (2) is cast in place concrete plate, be fastenedly connected by upper shear connector between described Wavelike steel webplate (1) top and top flange plate (2); Carry out in casting process to the concrete of bottom wing listrium (3) remainder in step 202, synchronously pouring construction is carried out to described top flange plate (2); Before Wavelike steel webplate (1) being installed in step one, also in installed Wavelike steel webplate (1) bottom, described lower shear connector need be installed.
10. according to the technique described in claim 8 or 9, it is characterized in that: in step one when described first frange plate sections is the front segment of bottom wing listrium (3), the length of described first frange plate sections is not more than the length of the second the shortest presstressed reinforcing steel, and described second the shortest presstressed reinforcing steel is the shortest the second presstressed reinforcing steel (4-2) of length in the second presstressed reinforcing steel (4-2) described in multiple tracks; When described first frange plate sections is the rear segment of bottom wing listrium (3), the length of described first frange plate sections is not more than the length of the 3rd the shortest presstressed reinforcing steel, and described 3rd the shortest presstressed reinforcing steel is the shortest the 3rd presstressed reinforcing steel (4-3) of length in the 3rd presstressed reinforcing steel (4-3) described in multiple tracks;
When described middle part prestressed structure is described first prestressed structure, Wavelike steel webplate described in step one (1) is spliced by the first Wavelike steel webplate sections and the second Wavelike steel webplate sections, wherein said first Wavelike steel webplate sections is laid in above described first frange plate sections, and described second Wavelike steel webplate sections is laid in above described second frange plate sections; Described first Wavelike steel webplate sections and described second Wavelike steel webplate sections are spliced by multiple Wavelike steel webplate sections, and multiple described Wavelike steel webplate sections is laid from front to back along the length direction of bottom wing listrium (3); When Wavelike steel webplate (1) being installed in step one, first described first Wavelike steel webplate sections is installed; After first time described in step 201, tension reinforcing steel bar Shu Zhangla completed, and before carrying out the remainder concreting of bottom wing listrium and prestressed stretch-draw in step 202, described second Wavelike steel webplate sections is installed;
When described middle part prestressed structure is described second prestressed structure, Wavelike steel webplate described in step one (1) is made up of front side steel web sections, rear side steel web sections and the middle part steel web sections be connected between described front side steel web sections and described rear side steel web sections, and described middle part steel web sections is laid in above described intermediate section; Described front side steel web sections, described middle part steel web sections and described rear side steel web sections are laid from front to back along the length direction of bottom wing listrium (3); When Wavelike steel webplate (1) being installed in step one, first described middle part steel web sections is installed; After the 4th presstressed reinforcing steel (4-4) in intermediate section described in step 201 and the 5th presstressed reinforcing steel (4-5) stretch-draw complete, and before carrying out the remainder concreting of bottom wing listrium and prestressed stretch-draw in step 202, described front side steel web sections and described rear side steel web sections are installed respectively.
CN201410138975.0A 2014-04-08 2014-04-08 A kind of corrugated steel web plate composite box girder and construction technology thereof CN103882797B (en)

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CN104260199B (en) * 2014-09-26 2016-06-29 中铁二十局集团第五工程有限公司 A kind of Wavelike steel webplate prestressed concrete I-beam prefabricating and constructing

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