CN103850183B - A kind ofly to realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket - Google Patents
A kind ofly to realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket Download PDFInfo
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- CN103850183B CN103850183B CN201410090730.5A CN201410090730A CN103850183B CN 103850183 B CN103850183 B CN 103850183B CN 201410090730 A CN201410090730 A CN 201410090730A CN 103850183 B CN103850183 B CN 103850183B
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Abstract
The invention discloses and a kind ofly realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, belong to bridge superstructure construction field, comprise the support in order to construction of cast-in-place box girders construction, described case beam is supported by the pier shaft of castinplace pile and upper direct support thereof, it is characterized in that: described support comprise in case girder span locate arrange each row between lateral connect at least two row middle standing pillars, be symmetrically arranged in the end bay column of each pier shaft both sides in couples, to be positioned at below case beam and by the truss of described middle standing pillar and end bay upright supports and contact support thereof, described often pair of end bay column supports by a hooping structure, described hooping structure is supported by described castinplace pile and around being fixed thereon on pier shaft, by the lateral at middle part between each homonymy end bay column of same row's pier shaft, the lower transverse beam at top and the outrigger of bottom connect.The present invention is a kind of supporting structure being applicable to the higher land access bridge pier stud of under-clearance and not establishing the construction of cast-in-place box girders of cushion cap to construct, and construction speed is fast, and Construction Cost is low.
Description
Technical field
The invention belongs to bridge superstructure construction field, be applicable to not establish the construction of cast-in-place box girders of cushion cap to construct below the land approach viaduct pier stud under soft foundation environment.
Background technology
Rack construction refers to installation form, assembling reinforcement skeleton on support, and the concrete construction of cast on-site.Due to its construction relative ease, cost relative moderate, and be highly suitable for monolithic construction, therefore at bridge construction, is especially widely used in the construction of urban interchange and viaduct.The most frequently used in the form of structure of current conventional stent have full hall scaffold (as Fig. 1), namely the components such as stupefied beam, column, connector are utilized, by controlling spacing and the step pitch of the vertical rod of steel pipe scaffold tubes, the construction measures such as bridging are set, Bracket setting is become geometrically stable system, the maximum feature of this support be can assembling degree high, be applicable to the lower and good situation of geological condition of pier shaft height.
For full hall scaffold, shortcoming is: construction measure is more, and peace is torn open more lengthy and tedious; The requirement of ground is higher, the bearing capacity of soil supporting layer and weak substratum and distortion are all needed to check checking computations, guarantee that the two is designing within the scope of allowing, and will set up the ground scope of support scaffold tubes to whole spanning, bearing capacity and the distortion of ground all will meet the demands; The rigidity of single scaffold tubes is low, and for the bridge of under-clearance comparatively large (being greater than 8m), it is very risky that support peace is torn open.
For not establishing the construction of cast-in-place box girders of cushion cap to construct under the land access bridge pier stud that under-clearance is higher, particularly when geological conditions is poor, adopting traditional rack construction, from the angle of safety and economy, having very large limitation.
Summary of the invention
The object of the invention is to: propose a kind of supporting structure being applicable to the higher land access bridge pier stud of under-clearance and not establishing the construction of cast-in-place box girders of cushion cap to construct, and construction speed is fast, Construction Cost is low.
The object of the invention is realized by following technical proposals:
A kind ofly realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, comprise the support in order to construction of cast-in-place box girders construction, described case beam is supported by the pier shaft of castinplace pile and upper direct support thereof, described support comprise in case girder span locate arrange each row between lateral connect at least two row middle standing pillars, be symmetrically arranged in the end bay column of each pier shaft both sides in couples, to be positioned at below case beam and by the truss of described middle standing pillar and end bay upright supports and contact support thereof, described often pair of end bay column supports by a hooping structure, described hooping structure is supported by described castinplace pile and around being fixed thereon on pier shaft, by the lateral at middle part between each homonymy end bay column of same row's pier shaft, the lower transverse beam at top and the outrigger of bottom connect.
In such scheme, by middle standing pillar, end bay column and truss, form the good geometrically stable system of globality, owing to adopting the form of structure of Steel framework, relative full hall scaffold, spacing and the span of column increase significantly, and it is comparatively convenient that peace is torn open.But, inventor finds, this support configurations, relatively traditional full hall scaffold, the stressed significantly degree ground of single upright column increases, the bearing capacity of foundation soil of column position requires higher, for the situation (as mucky soil) that geological condition is poor, stake embedded depth have even more than 30m, no matter adopt which kind of pile foundation all cannot reclaim, drop into larger, particularly the construction of cast-in-place box girders without cushion cap continuous beam access bridge (Fig. 3) is constructed, column arranges there is (the minimum spacing requirement of the minimum spacing demand fulfillment regulation and stipulation of stake of very large limitation, and meeting the column spacing under code requirement, probably cause again the jib-length of cast-in-place girder too large, thus cause the easy unstability of structure, even if when meet structure not unstability, cantilever construction rigidity needs the very large of design, complex structure, uneconomical).In such scheme, inventor does not establish the construction of cast-in-place box girders of cushion cap to construct for the land access bridge pier stud that under-clearance is higher, utilize the cylinder pier shaft of bridge own body structure and the bearing capacity of below large-section in-situ concrete pile thereof, a kind of large-scale hooping structure is set above this large-section in-situ concrete pile, both bracket lip " taking root " problem across column had been solved, the construction of cast-in-place box girders problem of the type bridge is readily solved, take full advantage of again the advantage of this pillar brace structure for the type access bridge, drastically increase construction speed, also significantly reduce Construction Cost simultaneously.
As selection 1, described middle standing pillar has Extended chemotherapy or pile foundation.
In such scheme, under middle standing pillar, there is no pier shaft, castinplace pile, therefore adopt Extended chemotherapy or pile foundation to increase bearing capacity according to field geology conditions under middle standing pillar.
As selection 2, described hooping structure comprises the upper and lower cover plate around pier shaft, be fixed on the annular anchor ear around pier shaft between described upper and lower cover plate, around described annular anchor ear and along its axial arranged some anchor ear webs, be fixedly connected on the some floors between described upper and lower cover plate and annular anchor ear and anchor ear web.
In such scheme, the stress that anchor ear upper cover plate will directly bear steel post and transmits; Anchor ear lower cover is then bear castinplace pile top mouth concrete partial pressing stress, by utilizing the concrete vertical bearing capacity in castinplace pile top, effectively reduce steel using amount and the difficulty of construction of hooping structure, otherwise need to apply horizontal pretightning force by high-strength bolt or other modes, and need to ensure that the concrete of pier shaft web position can not exceed design strength while applying horizontal pretightning force, so, the steel using amount of whole hooping structure and difficulty of processing all can strengthen; The lateral stress that floor then produces by anchor ear web, through evenly diffusion, is directly passed to pier shaft after making stress be less than pier shaft concrete stress.
3 are selected further as selection 2, the vertical vertical described upper and lower cover plate of described floor and annular anchor ear and anchor ear web, floor is divided into two parts and is arranged symmetrically with pier shaft and corresponding with end bay column, the corresponding end bay column on it of every a part of floor and parallelly between each floor to arrange at equal intervals.
In such scheme, the effect of floor is the shear stress bearing column transmission on the one hand, increases the rigidity of hooping structure, reduces the distortion of hooping structure under vertical load, be equivalent to the effect of section steel beam web; Be effectively spread by the concentrated stress of floor by upper and lower cover plates on the other hand, stress equilibrium passed to anchor ear web, and then passes to pier shaft concrete, make the concrete stress of pier shaft be unlikely to transfinite and damage.
Select 4 further as selection 2, described annular anchor ear and anchor ear web connect to form through bolt web component bolt by two semicircular annular anchor ear.
5 are selected further as selection 4, described bolt web component comprises the bolt plate being axially vertically vertically fixed on its semicircular ring two ends along described annular anchor ear, the floor of putting more energy into of vertical vertical described bolt plate, the semicircular ring two ends along anchor ear web extend parallel vertical and are fixedly connected with described bolt plate and the junction plate of floor of putting more energy into.
Select 6 further as selection 2, described outermost floor is also vertically vertically fixed with some floors of putting more energy into, and floor of respectively putting more energy into is arranged symmetrically with pier shaft.
In such scheme, by arranging the floor of putting more energy into of vertical vertical described bolt plate, ensure when high-strength bolt applies pretightning force, bolt web component is unlikely to produce moderate finite deformation; Consistent with above-mentioned stiffener direction, and be that the horizontal pretightning force of high-strength bolt is passed to pier shaft concrete by this junction plate by horizontal pretightning force that high-strength bolt produces equably along the effect of anchor ear web spaced semicircular ring junction plate.
Further select 7 as selection 2, described grout pile top is smooth, and between the described pier shaft with row and be connected with binder between castinplace pile, described lower cover and the top mark of binder between castinplace pile are high concordant and be close to grout pile top and place.
The main scheme of aforementioned the present invention and each further selection scheme thereof can independent assortment to form multiple scheme; be the present invention can adopt and claimed scheme: as the present invention; each selection can select any combination with other; those skilled in the art can understand there is multiple combination according to prior art and common practise after understanding the present invention program, do not do exhaustive at this.
Beneficial effect of the present invention: adopt new device----hooping structure, achieve when access bridge pier shaft is transferred without cushion cap, in end bay position by the hooping structure of use repeatedly can be had enough to meet the need, both bracket lip " taking root " problem across column had been solved, the construction of cast-in-place box girders problem of the type bridge is readily solved, take full advantage of again the advantage of this pillar brace structure for the type access bridge, achieve the effect of killing two birds with one stone, great deal of steel can be saved again simultaneously, significantly reduce the difficulty of construction of the type bridge, improve efficiency of construction:
1. the turnover, the cost that achieve material are to the utmost low:
This structure had both incorporated the advantage of traditional structure, overcome again the shortcoming of traditional structure: poor for geological condition, the access bridge that under-clearance is higher, adopt the pillar brace structure of the present invention program from the angle of safety optimum beyond doubt, in order to realize the economy of pillar brace structure, design a kind of hooping structure that can have enough to meet the need completely, and make end bay column without the need to entering mud, as long as take certain construction measure to be fixed on hooping structure, thus while guarantee structural strength and monolithic stability, considerably reduce again the measure cost of structure.
2. structure stress is reliable, maximally utilises the supporting capacity of current material:
As shown in figs. 23-25, by large-scale FEM (finite element) calculation, multianalysis is at the stressing conditions of hooping structure under each load case, learn by analysis, when the vertical load of column, the upper cover plate of hooping structure bears the tensile stress produced due to load eccentricity, lower cover then bears the compressive stress produced due to load eccentricity, middle floor then bears the shear stress that vertical load produces, the vertical force overwhelming majority passes to the large-diameter concrete castinplace pile of bridge self by floor and lower cover, all the other parts give bridge column by floor of putting more energy into the mode transmission of horizontal force, by calculating, no matter that stress and the distortion of hooping structure or bridge self structure all meets the demands, ensure that safety and the feasibility of structure under each load case.Whole system is clearly stressed, and power transmission is reliable, constructability.
Accompanying drawing explanation
Fig. 1 is the facade structures schematic diagram of prior art full hall scaffold;
Fig. 2 be the embodiment of the present invention without cushion cap continuous beam access bridge facade structures schematic diagram;
Fig. 3 be the embodiment of the present invention without cushion cap continuous beam access bridge cross-sectional configuration schematic diagram;
Fig. 4 is the facade structures schematic diagram of the cast-in-place supporting structure of the realized nothing cushion cap approach viaduct concrete case beam limited bracket of the embodiment of the present invention;
Fig. 5 is the A-A generalized section of Fig. 4;
Fig. 6 is the B-B generalized section of Fig. 5;
Fig. 7 is the plane structure schematic diagram of the hooping structure of the embodiment of the present invention;
Fig. 8 is the A-A generalized section of Fig. 7;
Fig. 9 is the B-B generalized section of Fig. 7;
Figure 10 is the C-C generalized section of Fig. 8;
Figure 11 is the D-D generalized section of Fig. 8;
Figure 12 is the upper cover plate structural representation of the hooping structure of the embodiment of the present invention;
Figure 13 is the lower cover structural representation of the hooping structure of the embodiment of the present invention;
Figure 14 is the semicircular ring structural representation of the annular anchor ear of the hooping structure of the embodiment of the present invention;
Figure 15 is the planar development schematic diagram of Figure 14;
Figure 16 is the anchor ear web structure schematic diagram of the hooping structure of the embodiment of the present invention;
Figure 17 is the rib structure schematic diagram of the hooping structure of the embodiment of the present invention;
Figure 18 is the stiffening rib plated construction schematic diagram of the hooping structure of the embodiment of the present invention;
Figure 19 is the bolt web component structural representation of the hooping structure of the embodiment of the present invention;
Figure 20 is the bolt plate structural representation of the bolt web component of the embodiment of the present invention;
Figure 21 is the stiffening rib plated construction schematic diagram of the bolt web component of the embodiment of the present invention;
Figure 22 is the connecting board structure schematic diagram of the bolt web component of the embodiment of the present invention;
Figure 23 is supporting structure computation model of the present invention;
Figure 24 is the stress diagram under the hooping structure the most unfavorable processing condition of supporting structure of the present invention;
Figure 25 is the column of supporting structure of the present invention and the concrete three-dimensional stress figure on stake top;
1 be wherein upper cover plate, 2 be lower cover, 3 be annular anchor ear, 4 be anchor ear web, 5 be floor, 6 be case beam, 7 be middle standing pillar, 8 for end bay column, 9 be floor of putting more energy into, 10 be castinplace pile, 11 be pier shaft, 12 be bolt plate, 13 be lateral, 14 be junction plate, 15 be truss, 16 for contact support, 17 be Extended chemotherapy, 18 be lower transverse beam, 19 be outrigger, 20 be binder, 21 for hooping structure.
Detailed description of the invention
Following non-limiting examples is for illustration of the present invention.
As shown in Fig. 1 to 22, a kind ofly to realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket (as Fig. 2, shown in 3, take span as 28m, under-clearance be 18m be example without cushion cap approach viaduct), as Fig. 4, 5, shown in 6, comprise the support in order to construction of cast-in-place box girders construction, case beam 6 is supported by the pier shaft 11 of castinplace pile 10 and upper direct support thereof, support comprise case beam 6 span centre place arrange each row between lateral 13 connect two row middle standing pillars 7, be symmetrically arranged in the end bay column 8 of each pier shaft 11 both sides in couples, as shown in Figure 4, end bay column 8 is symmetrically arranged in pier shaft 11 both sides, be positioned at the truss 15 and contact support 16 thereof that support below case beam 6 and by middle standing pillar 7 and end bay column 8, middle standing pillar 7 has Extended chemotherapy 17 or pile foundation.Often pair of end bay column 8 supports by a hooping structure 21, hooping structure 21 is supported by castinplace pile 10 and around being fixed thereon on pier shaft 11, is connected between each homonymy end bay column 8 with row's pier shaft 11 by the outrigger 19 of the lateral 13 at middle part, the lower transverse beam 18 at top and bottom.As shown in Fig. 4,5 and 6, be also provided with some floors 9 of putting more energy between hooping structure 21 and pier shaft 11 and strengthen fixing.As shown in figs. 7-22, hooping structure is connected and fixed composition primarily of the steel plate component of difformity, size, concrete hooping structure 21 comprises the upper and lower cover plate 1,2 around pier shaft 11, be fixed on the annular anchor ear 3 around pier shaft 11 between upper and lower cover plate 1,2, around annular anchor ear 3 and along its axial arranged some anchor ear webs 4, be fixedly connected on the some floors 5 between upper and lower cover plate 1,2 and annular anchor ear 3 and anchor ear web 4.Upper and lower cover plate 1,2 connects and composes through junction plate 14 by two nearly semicircular ring.Anchor ear web 4 is provided with some circles from bottom to top around annular anchor ear 3, and annular anchor ear 3 is around pier shaft 11, and anchor ear web 4 is around annular anchor ear 3, and floor 5 is symmetrical outside anchor ear web 4, forms inside and outside 4 Rotating fields; Upper and lower cover plate 1,2 and annular anchor ear 3(also comprise anchor ear web 4 and the floor 5 of same layer simultaneously) form again upper and lower 3-tier architecture.The vertical vertical upper and lower cover plate 1,2 of floor 5 and annular anchor ear 3 and anchor ear web 4, floor 5 is divided into two parts and is arranged symmetrically with pier shaft 11 and corresponding with end bay column 8, the corresponding end bay column 8 on it of every a part of floor 5 and parallelly between each floor 5 to arrange at equal intervals.Outermost floor 5 is also vertically vertically fixed with some floors 9 of putting more energy into, and floor 9 of respectively putting more energy into is arranged symmetrically with pier shaft 11.Castinplace pile 10 top is smooth, with row pier shaft 11 between and be connected with binder 20 between castinplace pile 10, between lower cover 2 with castinplace pile 10, the top mark of binder 20 is high concordant and be close to castinplace pile 10 and push up and place.Annular anchor ear 3 and anchor ear web 4 connect to form through bolt web component bolt by two semicircular annular anchor ear.Bolt web component comprises annularly anchor ear 3 and is axially vertically vertically fixed on the bolt plate 12 at its semicircular ring two ends, the floor 9 of putting more energy into of vertical perpendicular bolt junction plate 12, the semicircular ring two ends along anchor ear web 4 extend the junction plate 14 that parallel vertical is fixedly connected with bolt plate 12 and floor 9 of putting more energy into.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, all any amendments done within the spirit and principles in the present invention, equivalent replacement and improvement etc., all should be included within protection scope of the present invention.
Claims (5)
1. one kind can realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, comprise the support in order to construction of cast-in-place box girders construction, described case beam is supported by the pier shaft of castinplace pile and upper direct support thereof, under-clearance is greater than 8m, it is characterized in that: described support comprise in case girder span locate arrange each row between lateral connect at least two row middle standing pillars, be symmetrically arranged in the end bay column of each pier shaft both sides in couples, to be positioned at below case beam and by the truss of described middle standing pillar and end bay upright supports and contact support thereof, often pair of described end bay column supports by a hooping structure, described hooping structure is supported by described castinplace pile and around on the pier shaft be fixed on castinplace pile, by the lateral at middle part between each homonymy end bay column of same row's pier shaft, the lower transverse beam at top and the outrigger of bottom connect.
2. can realize as claimed in claim 1, without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, it is characterized in that: described middle standing pillar has Extended chemotherapy or pile foundation.
3. can realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket as claimed in claim 1, it is characterized in that: described hooping structure comprises the upper and lower cover plate around pier shaft, be fixed on the annular anchor ear around pier shaft between described upper and lower cover plate, annularly anchor ear is axial arranged for some anchor ear webs around annular anchor ear, is fixedly connected on the some floors between described upper and lower cover plate and annular anchor ear and anchor ear web.
4. can realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket as claimed in claim 3, it is characterized in that: the vertical vertical described upper and lower cover plate of described floor and annular anchor ear and anchor ear web, floor is divided into two parts and is arranged symmetrically with pier shaft and corresponding with end bay column, the corresponding end bay column on it of every a part of floor and parallelly between each floor to arrange at equal intervals.
5. can realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket as claimed in claim 3, it is characterized in that: described grout pile top is smooth, described with between row's pier shaft and be connected with binder between castinplace pile, the top mark of described lower cover and binder between castinplace pile is high concordant and be close to grout pile top and place.
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| CN201410090730.5A CN103850183B (en) | 2014-03-12 | 2014-03-12 | A kind ofly to realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket |
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| CN201410090730.5A CN103850183B (en) | 2014-03-12 | 2014-03-12 | A kind ofly to realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket |
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| CN103850183A CN103850183A (en) | 2014-06-11 |
| CN103850183B true CN103850183B (en) | 2016-02-10 |
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| CN106930191B (en) * | 2017-04-21 | 2018-07-24 | 中交一公局第一工程有限公司 | A kind of cast-in-situ box girder hoop bracket system and its construction method |
| CN108589516A (en) * | 2018-07-05 | 2018-09-28 | 北京市市政工程设计研究总院有限公司 | A kind of bridge elasticity support system of self-supporting steel structure |
| CN115075237B (en) * | 2022-05-31 | 2024-05-31 | 宁波市政工程建设集团股份有限公司 | Large-diameter high-pile heavy-duty lossless supporting system and design method thereof |
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| JP3967997B2 (en) * | 2002-11-06 | 2007-08-29 | 新日本製鐵株式会社 | Three-dimensional ramen type elevated structure |
| CN203160142U (en) * | 2013-01-18 | 2013-08-28 | 四川省交通运输厅公路规划勘察设计研究院 | Jacking bridge steel hoop support system |
| CN203160116U (en) * | 2013-04-18 | 2013-08-28 | 东北林业大学 | Overturning prevention bridge pier mechanism |
| CN203270461U (en) * | 2013-04-27 | 2013-11-06 | 中国建筑第六工程局有限公司 | Bailey beam support without buttress in soft foundation |
| CN203429558U (en) * | 2013-06-26 | 2014-02-12 | 中国建筑土木建设有限公司路桥分公司 | Large-scale river-crossing step type underwater steel platform |
| CN203947417U (en) * | 2014-03-12 | 2014-11-19 | 中交二航局第四工程有限公司 | A kind of realization without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket |
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