CN103850183A - Support structure for realizing no-cushion cap approach viaduct concrete box girder less-support cast-in-place - Google Patents

Support structure for realizing no-cushion cap approach viaduct concrete box girder less-support cast-in-place Download PDF

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Publication number
CN103850183A
CN103850183A CN201410090730.5A CN201410090730A CN103850183A CN 103850183 A CN103850183 A CN 103850183A CN 201410090730 A CN201410090730 A CN 201410090730A CN 103850183 A CN103850183 A CN 103850183A
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China
Prior art keywords
cast
anchor ear
support
cushion cap
floor
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CN201410090730.5A
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CN103850183B (en
Inventor
郭佳嘉
方顶
李峰
杨长虹
李桂华
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CCCC Second Harbor Engineering Co
CCCC SHEC Fourth Engineering Co Ltd
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CCCC Second Harbor Engineering Co
CCCC SHEC Fourth Engineering Co Ltd
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Abstract

The invention discloses a support structure for realizing no-cushion cap approach viaduct concrete box girder less-support cast-in-place, which belongs to the field of bridge superstructure construction, and comprises a support for box girder cast-in-place construction, wherein the box girder is supported by a cast-in-place pile and pier bodies directly supported thereon. The support structure is characterized in that the support comprises at least two rows of intermediate columns arranged in the middle of the box girder and connected in parallel, sidespan stand columns symmetrically arranged on two sides of each pier body in pairs, a truss located under the box girder and supported by the intermediate columns and the sidespan stand columns, and a connecting support thereof; each pair of sidespan stand columns is respectively supported by a hoop structure; each hoop structure is supported by the cast-in-place pile and surrounded and fixed on the pier bodies thereon; and stand columns on the same sides of the same row of pier bodies are connected through a parallel connected part in the middle, a lower cross beam on the top part and an outrigger on the bottom part. The support structure is applied to box girder cast-in-place of land approach bridge pier columns with higher clearance and without a cushion cap under the bridge, and is quick in construction progress, and low in engineering construction cost.

Description

A kind of realization without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket
Technical field
The invention belongs to bridge superstructure construction field, be applicable to not establish below the land approach viaduct pier stud under soft foundation environment the construction of cast-in-place box girders construction of cushion cap.
Background technology
Rack construction refers to installation form, assembling reinforcement skeleton on support, and the concrete construction of cast on-site.Because its construction is relatively easy, cost is relatively cheap, and is highly suitable for monolithic construction, therefore at bridge construction, especially in the construction of urban interchange and viaduct, is widely used.At present the most frequently used in the form of structure of conventional stent have a full hall scaffold (as Fig. 1), utilize the members such as stupefied beam, column, connector, by controlling spacing and the step pitch of the vertical rod of steel pipe scaffold tubes, the construction measures such as bridging are set, support is arranged to 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; Having relatively high expectations of ground, bearing capacity and distortion for soil supporting layer and weak substratum all need to check checking computations, within guaranteeing the two scope of allowing in design, and will set up the ground scope of support scaffold tubes to whole spanning, the bearing capacity of ground and distortion all will meet the demands; The rigidity of single scaffold tubes is low, and for the bridge of large (being greater than 8m) of under-clearance, it is very risky that support peace is torn open.
For the construction of cast-in-place box girders construction of not establishing cushion cap under the higher land access bridge pier stud of under-clearance, particularly, in the situation that geological conditions is poor, adopt traditional rack construction, from safety and economic angle, there is very large limitation.
Summary of the invention
The object of the invention is to: propose to be a kind ofly applicable to land access bridge pier stud that under-clearance is higher and not establish the supporting structure of the construction of cast-in-place box girders construction of cushion cap, and construction speed is fast, Construction Cost is low.
The object of the invention realizes by following technical proposals:
A kind of realization 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 comprises at least two row's middle standing pillars that between the each row who locates to arrange in case girder span, lateral connects, be symmetrically arranged in couples the end bay column of each pier shaft both sides, be positioned at case beam below truss and contact support thereof by described middle standing pillar and end bay upright supports, described every 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, with between each homonymy end bay column of row's pier shaft by the lateral at middle part, 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, full hall scaffold relatively, spacing and the span of column increase significantly, and it is comparatively convenient that peace is torn open.But, inventor finds, this supporting structure form, relatively traditional full hall scaffold, the stressed significantly degree ground of single upright column increases, the bearing capacity of foundation soil of column position is had relatively high expectations, for the poor situation of geological condition (as mucky soil), what the embedded depth of stake had even exceedes 30m, no matter adopt which kind of pile foundation all cannot reclaim, drop into larger, particularly for the construction of cast-in-place box girders construction without cushion cap continuous beam access bridge (Fig. 3), column is arranged very large limitation, and (minimum spacing of stake need to meet the minimum spacing requirement of regulation and stipulation, and in the column spacing meeting under code requirement, probably cause again the jib-length of cast-in-place girder too large, thereby cause the easy unstability of structure, even if meeting structure not unstability in the situation that, it is very large that cantilever construction rigidity need to design, complex structure, uneconomical).In such scheme, inventor does not establish the construction of cast-in-place box girders construction of cushion cap for the higher land access bridge pier stud of under-clearance, utilize the cylinder pier shaft of bridge self agent 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 solved bracket lip " taking root " problem across column, 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, greatly improve construction speed, also significantly reduced Construction Cost simultaneously.
As selecting 1, described middle standing pillar has and expands basis or pile foundation.
In such scheme, under middle standing pillar, there is no pier shaft, castinplace pile, therefore under middle standing pillar, adopt and expand basis or pile foundation increase bearing capacity according to on-the-spot geological conditions.
As selecting 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, anchor ear upper cover plate is by the stress that directly bears steel post and transmit; Anchor ear lower cover is to bear castinplace pile top mouthful concrete partial pressing stress, by utilizing castinplace pile to push up concrete vertical bearing capacity, steel using amount and the difficulty of construction of hooping structure are effectively reduced, otherwise need to apply horizontal pretightning force by high-strength bolt or other modes, and the concrete that need to guarantee pier shaft web position in applying horizontal pretightning force can not exceed design strength, so, the steel using amount of whole hooping structure and difficulty of processing all can strengthen; The lateral stress that anchor ear web produces floor, through evenly diffusion, makes stress be less than pier shaft concrete stress and is directly passed to pier shaft later.
As selecting 2 further to select 3, the vertically vertical described upper and lower cover plate of described floor and annular anchor ear and anchor ear web, floor is divided into that two parts are arranged symmetrically with pier shaft and is corresponding with end bay column, parallel uniformly-spaced setting between corresponding its upper end bay column of every a part of floor and each floor.
In such scheme, the effect of floor is to bear the shear stress that column transmits on the one hand, increases the rigidity of hooping structure, reduces the distortion of hooping structure under vertical load, is equivalent to the effect of section steel beam web; By floor, the concentrated stress of upper and lower cover plates effectively to be spread on the other hand, by stress equilibrium pass to anchor ear web, and then pass to pier shaft concrete, make the concrete stress of pier shaft be unlikely to transfinite and damage.
As selecting 2 further to select 4, described annular anchor ear and anchor ear web connect to form through bolt web component bolt by two semicircular annular anchor ear.
As selecting 4 further to select 5, described bolt web component comprises the bolt junction plate that is axially vertically vertically fixed on its semicircular ring two ends along described annular anchor ear, the vertically floor of putting more energy into of vertical described bolt junction plate, is fixedly connected with described bolt junction plate and the junction plate of the floor of putting more energy into along the semicircular ring two ends prolongation parallel vertical of anchor ear web.
As selecting 2 further to select 6, on described outermost floor, be also vertically vertically fixed with some floors of putting more energy into, the floor of respectively putting more energy into is arranged symmetrically with pier shaft.
In such scheme, by the vertically floor of putting more energy into of vertical described bolt junction plate is set, guarantee 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 that high-strength bolt is produced passes to pier shaft concrete by the horizontal pretightning force of high-strength bolt equably by this junction plate along the effect of the spaced semicircular ring junction plate of anchor ear web.
As selecting 2 further to select 7, described grout pile top is smooth, described with between row's pier shaft and be connected with binder between castinplace pile, and between described lower cover and castinplace pile, the top mark of binder is 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 schemes; be the present invention and can adopt also claimed scheme: as the present invention; each selection can be selected 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, realize in the situation that access bridge pier shaft is transferred without cushion cap, in end bay position by can repeatedly having enough to meet the need the hooping structure of use, both solved bracket lip " taking root " problem across column, 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, obtain the effect of killing two birds with one stone, can save again great deal of steel simultaneously, the difficulty of construction that has significantly reduced the type bridge, has improved efficiency of construction:
1. the turnover, the cost that have realized to the utmost material are low:
This structure had both been integrated 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 present invention program's pillar brace structure optimum beyond doubt from the angle of safety, 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 entering mud, as long as take certain construction measure to be fixed on hooping structure, thereby in guaranteeing structural strength and monolithic stability, greatly reduce again the measure cost of structure.
2. structure stress is reliable, maximally utilises the supporting capacity of current material:
As shown in Figure 23-25, by large-scale FEM (finite element) calculation, multianalysis at hooping structure the stressing conditions under each load case, learn by analysis, in the case of the vertical load of column, the upper cover plate of hooping structure bears the tensile stress producing due to load eccentricity, lower cover bears the compressive stress producing due to load eccentricity, middle floor 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 have passed to bridge column by the floor of putting more energy in the mode of horizontal force, by calculating, no matter that hooping structure or the stress of bridge self structure and distortion all meet the demands, safety and the feasibility of structure under each load case are guaranteed.Whole system is stressed clear and definite, 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 realizing the supporting structure cast-in-place without 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 connecting board structure schematic diagram 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;
Wherein 1 for upper cover plate, 2 for lower cover, 3 for annular anchor ear, 4 for anchor ear web, 5 for floor, 6 for case beam, 7 for middle standing pillar, 8 for end bay column, 9 for the floor of putting more energy into, 10 for castinplace pile, 11 for pier shaft, 12 for bolt junction plate, 13 for lateral, 14 for junction plate, 15 for truss, 16 for contact support, 17 for expand basis, 18 for lower transverse beam, 19 for outrigger, 20 for binder, 21 be hooping structure.
The specific embodiment
Following non-limiting examples is used for illustrating the present invention.
As shown in Fig. 1 to 22, a kind of realization 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 comprises two row's middle standing pillars 7 that between the each row who arranges at case beam 6 span centre places, lateral 13 connects, be symmetrically arranged in couples the end bay column 8 of each pier shaft 11 both sides, as shown in Figure 4, end bay column 8 is symmetrically arranged in pier shaft 11 both sides, the truss 15 that is positioned at case beam 6 belows and supported by middle standing pillar 7 and end bay column 8 and contact support 16 thereof, middle standing pillar 7 has and expands basis 17 or pile foundation.Every 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, connects with 8 laterals 13 by middle part of each homonymy end bay column, the lower transverse beam 18 at top and the outrigger 19 of bottom of row's pier shaft 11.As shown in Fig. 4,5 and 6, between hooping structure 21 and pier shaft 11, be also provided with some floors 9 of putting more energy into and strengthen fixing.As shown in Fig. 7-22, hooping structure is mainly connected and fixed and is formed by 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 layers of structure; Simultaneously upper and lower cover plate 1,2 and annular anchor ear 3(also comprise anchor ear web 4 and the floor 5 with layer) 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 that two parts are arranged symmetrically with pier shaft 11 and is corresponding with end bay column 8,5 parallel uniformly-spaced settings of corresponding its upper end bay column 8 of every a part of floor 5 and each floor.On outermost floor 5, be also vertically vertically fixed with some floors 9 of putting more energy into, the floor 9 of respectively putting more energy into is arranged symmetrically with pier shaft 11.10 tops of castinplace pile are smooth, and with between row's pier shaft 11 and be connected with binder 20 between castinplace pile 10, between lower cover 2 and castinplace pile 10, the top mark of binder 20 is high concordant and be close to 10 top placements of castinplace pile.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 the bolt junction plate 12 that is axially vertically vertically fixed on its semicircular ring two ends along annular anchor ear 3, the vertically floor 9 of putting more energy into of vertical bolt junction plate 12, extends parallel vertical along the semicircular ring two ends of anchor ear web 4 and is fixedly connected with the junction plate 14 of bolt junction plate 12 and the 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 modifications of doing within the spirit and principles in the present invention, be equal to and replace and improvement etc., within all should being included in protection scope of the present invention.

Claims (8)

1. can realize without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket for one kind, 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 comprises at least two row's middle standing pillars that between the each row who locates to arrange in case girder span, lateral connects, be symmetrically arranged in couples the end bay column of each pier shaft both sides, be positioned at case beam below truss and contact support thereof by described middle standing pillar and end bay upright supports, described every 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, with between each homonymy end bay column of row's pier shaft by the lateral at middle part, the lower transverse beam at top and the outrigger of bottom connect.
2. as claimed in claim 1 realization without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, is characterized in that: described middle standing pillar has and expands basis or pile foundation.
3. as claimed in claim 1 realization without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, 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, 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.
4. as claimed in claim 3 realization without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, it is characterized in that: the vertically vertical described upper and lower cover plate of described floor and annular anchor ear and anchor ear web, floor is divided into that two parts are arranged symmetrically with pier shaft and is corresponding with end bay column, parallel uniformly-spaced setting between corresponding its upper end bay column of every a part of floor and each floor.
5. as claimed in claim 3 realization without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, is characterized in that: described annular anchor ear and anchor ear web connect to form through bolt web component bolt by two semicircular annular anchor ear.
6. as claimed in claim 5 realization without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, it is characterized in that: described bolt web component comprises the bolt junction plate that is axially vertically vertically fixed on its semicircular ring two ends along described annular anchor ear, the vertically floor of putting more energy into of vertical described bolt junction plate, is fixedly connected with described bolt junction plate and the junction plate of the floor of putting more energy into along the semicircular ring two ends prolongation parallel vertical of anchor ear web.
7. as claimed in claim 3 realization without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, is characterized in that: on described outermost floor, be also vertically vertically fixed with some floors of putting more energy into, the floor of respectively putting more energy into is arranged symmetrically with pier shaft.
8. as claimed in claim 3 realization without the cast-in-place supporting structure of cushion cap approach viaduct concrete case beam limited bracket, 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, between described lower cover and castinplace pile, the top mark of binder is high concordant and be close to grout pile top and place.
CN201410090730.5A 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 Active CN103850183B (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106930191A (en) * 2017-04-21 2017-07-07 中交公局第工程有限公司 A kind of cast-in-situ box girder hoop bracket system and its construction method

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CN203160116U (en) * 2013-04-18 2013-08-28 东北林业大学 Overturning prevention bridge pier mechanism
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
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

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106930191A (en) * 2017-04-21 2017-07-07 中交公局第工程有限公司 A kind of cast-in-situ box girder hoop bracket system and its construction method

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