CN205688330U - The vertical unbonded pre-stressed construction of overlength - Google Patents
The vertical unbonded pre-stressed construction of overlength Download PDFInfo
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- CN205688330U CN205688330U CN201620525102.XU CN201620525102U CN205688330U CN 205688330 U CN205688330 U CN 205688330U CN 201620525102 U CN201620525102 U CN 201620525102U CN 205688330 U CN205688330 U CN 205688330U
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Abstract
The open a kind of vertical unbonded pre-stressed construction of overlength of this utility model, it includes steel bar for prestressed concrete, anchors the anchor structure at described steel bar for prestressed concrete two ends, and circumference is coated on the xoncrete structure around described steel bar for prestressed concrete, the top and bottom of described steel bar for prestressed concrete are exposed outside described xoncrete structure.The vertical unbonded pre-stressed construction of this utility model overlength saves material, vertical prestressing anchors effective, and the assembly method of this structure is easy, is beneficial to construction and promotes.
Description
Technical field
This utility model relates to road and bridge construction field, particularly relates to the vertical unbonded pre-stressed construction of overlength.
Background technology
Along with the development of China Higher level highway construction, prestressed concrete continuous steel frame bridge is with its overall performance
Well, the rigidity of structure is big, deform the advantages such as little, anti-seismic performance is good, is increasingly widely applied in highroad construction.Cause
This, the use of three dimension prestressing increases in bridge construction the most therewith, especially for the continuous steel frame bridge bigger across footpath, girder
0# tile height relatively big, conventional construction method can not meet the realization of the vertical prestressing structure of overlength.
At present, both at home and abroad major part is built or at the big-and-middle three dimension prestressing concrete box tee section in the bridge of footpath built
The vertical prestressing of beam bridge web is realized by stretch-draw finish rolling deformed bar mostly, the box girder web in the bridge of some areas
Place's vertical prestressing is realized by stretch-draw vertical prestressing steel strand wires.
But, for the bridge relatively big across footpath, 0# tile height is bigger, the self-strength of finish rolling deformed bar is not ideal enough,
Typically use prestress wire.But due to steel strand wires and the pliability of metal bellows self, vertical location is extremely difficult.Pier
Top vertical prestressing steel strand wires need pre-buried when the last 6m of pier stud constructs, and 0# block is due to its excessive height, during construction by several times
Pouring, steel strand wires and corrugated tube are subject to repeatedly to pour interference at vertical direction so that steel strand wires are easily damaged by electric welding, and corrugated tube holds
Easily touched brokenly and spillage by vibrating spear, cause line clogging to cause pipeline pneumatic mortar effect the best, overall vertical prestressing construction
Quality and efficiency of construction all can not be guaranteed.
Steel bar for prestressed concrete (Steel Bar for Prestressed Concrete, be called for short PC rod iron) be by
The prestressing steel that a kind of technology content that Neturen Co., Ltd. of Japan developed the sixties in 20th century is the highest, belongs to pre-
Intermediate intensity level in stress intensity rank.Owing to it has high intensity toughness, underrelaxation and grip of concrete by force, good
The features such as weldability well, upsetting, saving material (as φ 11mmPC rod iron can replace φ 20mm hot-rolled reinforced bar), abroad
It is widely used in high-strength prestressed concrete and is centrifuged the prestressed components such as pile tube, electric pole, overhead bridge pier, railroad sleeper
In, in the world, especially Asia there is the most wide market.PC rod iron is used to be expected to solve overlength vertical prestressing structure
Construction difficult problem.
Utility model content
The purpose of this utility model is for overcoming the deficiencies in the prior art, it is provided that a kind of overlength vertical prestressing without bondn knot
Structure, and the assembly method of this prestressed structure.
For reaching above technical purpose, the technical solution adopted in the utility model is as follows:
First being a kind of vertical unbonded pre-stressed construction of overlength, it includes that steel bar for prestressed concrete, anchoring are described
The anchor structure at steel bar for prestressed concrete two ends, and circumference is coated on the concrete of described steel bar for prestressed concrete
Structure, the top and bottom of described steel bar for prestressed concrete are exposed outside described xoncrete structure.
Specifically, described steel bar for prestressed concrete whole piece runs through described xoncrete structure.
Selectively, the section of plugging into is exposed for the splicing next one in upper end or the lower end of described steel bar for prestressed concrete
The vertical unbonded pre-stressed construction of overlength.
Further, described anchor structure include anchoring described steel bar for prestressed concrete upper end upper anchoring unit and
Anchor the lower anchoring unit of described steel bar for prestressed concrete lower end.
Specifically, described upper anchoring unit includes that the upper anchor plate being arranged on described xoncrete structure upper surface is with described
The upper anchoring nut that upper anchor plate closely compresses, and it is arranged on the anchor groove of end face opening above described upper anchor plate.Enter one
Step ground, described upper anchoring unit also includes the standby anchoring assembly closely compressed with described upper anchoring nut.
Lower anchor plate that described lower anchoring unit includes being arranged on the lower surface of described xoncrete structure and with described under
The lower anchoring nut that anchor plate closely compresses.Further, described lower anchoring unit also includes tight with described lower anchoring nut
The standby anchoring assembly compressed.
Further, the upper anchor plate of closely connected described upper anchoring unit and/or the pad that casts anchor of lower anchoring unit are also included
Plate and the spiral bar circumferentially around described steel bar for prestressed concrete.
Preferably, at least three described steel bar for prestressed concrete of described xoncrete structure cladding.
Further, described xoncrete structure includes the framework of steel reinforcement being laid in around described steel bar for prestressed concrete
And the concrete being coated on around described steel bar for prestressed concrete and framework of steel reinforcement.
Next to that the assembly method of the vertical unbonded pre-stressed construction of a kind of overlength, the vertical prestressing without bondn of described overlength
Structure includes steel bar for prestressed concrete, anchors the anchor structure at described steel bar for prestressed concrete two ends, and circumference
Being coated with the xoncrete structure of described steel bar for prestressed concrete, assembling process comprises the following steps:
(1) at the position line of steel bar for prestressed concrete described in default position setting-out；
(2) lay described steel bar for prestressed concrete along the described position line, and anchor described for prestressed concrete
The lower end of rod iron；
(3) described xoncrete structure is poured；
(4) steel bar for prestressed concrete upper end described in stretch-draw is to reach pre set force, then anchors described prestressed concrete
The upper end of soil rod iron.
Specifically, in described step (1), described default position is bottom the top of Main Pier of Bridges or beam body.
More specifically, the described position line is along the short transverse extension of described bridge main beam.
In described step (2), use steel bar for prestressed concrete described in the whole piece without plugging into.
A kind of implementation of described step (3) is,
Described xoncrete structure includes hypomere xoncrete structure and the epimere xoncrete structure pouring formation successively, pours step
Suddenly it is:
From the bottom of the described position line lay described xoncrete structure hypomere framework of steel reinforcement, then casting concrete with
Form described hypomere xoncrete structure；
It is docked with described hypomere framework of steel reinforcement and lays the epimere framework of steel reinforcement of described xoncrete structure, then casting concrete
To form described epimere xoncrete structure.
The another kind of implementation of described step (3) is,
The step that pours of described xoncrete structure is:
From the bottom of the described position line, lay first segment framework of steel reinforcement, and make described steel bar for prestressed concrete
Upper end expose described first segment framework of steel reinforcement to form the section of plugging into；
Pour the concrete being coated with described steel bar for prestressed concrete and first segment framework of steel reinforcement and mix to form first
Solidifying soil layer；
Next steel bar for prestressed concrete, next steel bar for prestressed concrete described is laid along the described position line
Lower end be connected with the described section of plugging into；
From the top of described first concrete layer, lay the second sections framework of steel reinforcement, pour the described prestressed concrete of cladding
The concrete of soil rod iron and the second sections framework of steel reinforcement is to form the second concrete layer.
The third implementation of described step (3) is,
The step that pours of described xoncrete structure is:
The framework of steel reinforcement of described xoncrete structure is laid from the bottom of the described position line；
Pour and be coated with the concrete of described steel bar for prestressed concrete and framework of steel reinforcement to form described xoncrete structure.
In described step (4), the upper end edge vertical direction of steel bar for prestressed concrete described in jack pair is utilized to carry out
Stretch-draw.
Further, also include step (5), described steel bar for prestressed concrete upper end closed is hidden.
Compared with prior art, this utility model has the advantage that
(1) the vertical unbonded pre-stressed construction of overlength of the present utility model, is used in combination PC rod iron and regular reinforcement,
Both make use of PC rod iron advantage in performance, also reduce material cost because of the use of regular reinforcement；
(2) the vertical unbonded pre-stressed construction of overlength of the present utility model, Based PC rod iron has that intensity is higher, elongation percentage
The advantages such as height, relaxation rate is low, amount of recovery is little, effectively alleviate the generation of diagonal crack, integral construction quality can be greatly improved；
(3) assembly method of the vertical unbonded pre-stressed construction of overlength of the present utility model, it is not necessary to pre-buried pipeline, it is not necessary to
Mud jacking, it is not necessary to two times tensioning, reduces artificial quality accident risk in work progress；
(4) assembly method of the vertical unbonded pre-stressed construction of overlength of the present utility model, xoncrete structure waters at twice
Build and form, be possible not only to reduce the requirement to concrete construction, it is also possible to adapt to the requirement for height of superelevation 0# block；
(5) assembly method of the vertical unbonded pre-stressed construction of overlength of the present utility model, enormously simplify application PC steel
The construction technology of rod, solves pre existing stress material construction difficulty and hidden danger of quality, forms new technology, new material
Ripe application technology, has promotion prospect widely.
Accompanying drawing explanation
Fig. 1 is the schematic flow sheet of the assembly method of the vertical unbonded pre-stressed construction of this utility model overlength.
Fig. 2 is the partial structurtes schematic diagram of the bridge at this utility model overlength vertical unbonded pre-stressed construction place.
Fig. 3 is this utility model overlength vertical unbonded pre-stressed construction structural representation.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, this utility model is described in further detail.
The vertical unbonded pre-stressed construction of overlength of the present utility model, it is mainly used in bridge main beam 0# block, reference
Fig. 1, its installation step is specific as follows:
(1) the setting-out position line.
With reference to Fig. 2, it is generally the case that the main pier 1 of bridge is arranged above the 0# block 21 of girder 2, with described 0# block 21 as starting point,
To extend 1# block 22,2# block 23,3# block 24 etc. successively, described some sections spellings form whole described girder 2.When described
The construction of main pier 1, to when the end face preset of this main pier 1 also has a small distance (such as distance 2 meters), sets up described girder 2
The construction bracket of 0# block 21 is constructed for described 0# block 21, pour described 0# block 21 main body xoncrete structure it
Before, need first to assemble the vertical unbonded pre-stressed construction of described overlength 3.
Further, on the top of described main pier 1, described in comparison construction drawing setting-out, the position line of PC rod iron (is not schemed
Show), the described position line extends along the short transverse of described girder 2.Preferably, at the PC rod iron completing following step (2)
After the laying step of framework of steel reinforcement, it is also possible to the position line of PC rod iron described in setting-out again at the end face of described girder 2, with
Accurately regulate the location of described PC rod iron.
(2) PC rod iron is laid.
With reference to Fig. 3, continue described main pier 1 is constructed, until the bottom 211 of construction extremely described 0# block 21 (is also institute
State the top of main pier 1), start unbonded pre-stressed construction 3 vertical to described overlength and construct, specifically, according to institute's rheme
Put line and lay described PC rod iron 31, then anchor described PC rod iron 31 times by the lower anchoring unit 331 in anchor structure 33
End 311.
Preferably, three described PC rod irons 31 form one group, when described PC rod iron 31 anchors, need to anchor each one by one
The lower end 311 of described PC rod iron 31, thus, is anchored described PC rod iron lower end 311, is anchored by lower anchoring unit 331.Institute
State lower anchor plate 3312 that lower anchoring unit 331 includes positioning PC rod iron 31 described in same group and respectively screw lock each
PC rod iron 31 lower end 311 described in bar and the lower anchoring nut 3311 that closely compresses with described lower anchor plate 3312.More preferably
Ground, for strengthening the anchoring degree of described PC rod iron lower end 311, described lower anchoring unit 331 also includes and described lower anchoring nut
The 3311 standby anchoring assemblies closely compressed, described standby anchoring assembly can include being set in described PC rod iron 31 lower end 311
The anchoring baffle plate 3313 being resisted against described lower anchoring nut 3311, and screw lock is each described PC rod iron 31 lower end 311
And the anchoring standby female 3314 that closely compresses with described anchoring baffle plate 3313.
Installing the spiral bar 34 of closely connected described lower anchor plate 3312, described spiral bar 34 is used for disperseing and transmit described anchor pad
Plate 3312 is applied to the pressure of following xoncrete structure 35, to improve the bearing capacity of described xoncrete structure 35 entirety.
(3) casting concrete structure.
With continued reference to Fig. 3, xoncrete structure 35 described here refers in particular to the steel including being laid in around described PC rod iron 31
Muscles and bones frame 32 and the concrete being coated on around described PC rod iron 31 and framework of steel reinforcement 32.During practice of construction, described mixed
Xtah Crude Clay structure 35 be other structural integrity molding with described 0# block 21 or combine together.
On the one hand in order to adapt to the design height of described 0# block 21 superelevation, on the other hand in order to reduce difficulty of construction, described
Xoncrete structure 35 pours the most at twice.
A kind of construction strategy is to use PC steel described in the whole piece without plugging into from the bottom surface 211 of described 0# block 21 to end face 212
Rod 31, described xoncrete structure 35 includes that the hypomere xoncrete structure pouring formation successively and epimere xoncrete structure (are not schemed
Show).The concrete step that pours is:
(3.1) described hypomere xoncrete structure is poured；
The hypomere framework of steel reinforcement of described xoncrete structure, described hypomere framework of steel reinforcement is laid from the bottom of the described position line
Including the vertical reinforcement parallel with described PC rod iron 31 and the transverse steel orthogonal with described PC rod iron 31 and longitudinal reinforcement, its
In, the height of described vertical reinforcement is only the 1/2 of described PC rod iron 31.Pour the described PC rod iron 31 of cladding and hypomere framework of steel reinforcement
Concrete forms described hypomere xoncrete structure.Now, the lower end 311 of described PC rod iron 31 and described lower anchoring unit 331
The polycrystalline substance of the bottom of described 0# block 21, described hypomere xoncrete structure and 0#21 it is fixed on by described hypomere xoncrete structure
Between have illusory lower surface 351, described lower anchor plate 3312 to be resisted against on described lower surface 351.
(3.2) described epimere xoncrete structure is poured；
It is docked with described hypomere framework of steel reinforcement and lays the epimere framework of steel reinforcement of described xoncrete structure, described epimere reinforcing bar
Frame includes the vertical reinforcement parallel with described PC rod iron 31 and the transverse steel orthogonal with described PC rod iron 31 and longitudinal reinforcement,
Wherein, the vertical reinforcement of the vertical reinforcement of described epimere framework of steel reinforcement and described hypomere framework of steel reinforcement is plugged into, and makes whole institute
The height stating xoncrete structure 35 reaches to design requirement, then pours the described PC rod iron 31 of cladding and the coagulation of epimere framework of steel reinforcement
Soil is to form described epimere xoncrete structure.
Further, before pouring the described PC rod iron 31 of cladding and epimere framework of steel reinforcement concrete, can be to described PC
The position of rod iron 31 positions as starting point again from the end face 212 of described 0# block 21, can be at described PC rod iron behind location
The upper end 312 of 31 loads onto anchoring unit 332 in advance, and described upper anchoring unit 332 includes anchor plate 3322 and described upper anchor plate
The upper anchoring nut 3321 closely compressed, and it is arranged on the anchor groove 3323 of end face opening above described upper anchor plate 3322.
Described upper anchor plate 3322 will be resisted against the upper end of described xoncrete structure 35 after described epimere concrete structure pouring completes
Face 352.Specifically, described anchor groove 3323 includes base plate and the side plate around this base plate, the sky that described base plate and side plate are limited
Between pass for the upper end 312 of described PC rod iron 31, the upper end 312 passed is for sheathed to realize for following jack
Draw.
Described upper anchoring unit 332 can install described spiral bar after having pre-installed on described below anchor plate 3322
34, the effect of spiral bar 34 herein is identical with the effect of the spiral bar 34 of closely connected described lower anchor plate 3312.
Described upper anchoring unit 332 should also be as the standby anchoring group including closely compressing with described upper anchoring nut 3321
Part is that described standby anchoring assembly can include being set in described PC rod iron 31 upper end 312 and be resisted against described upper anchoring spiral shell
The upper anchoring baffle plate 3324 of female 3321, and screw lock each described PC rod iron 31 upper end 312 and anchor on described
The anchoring that baffle plate 3324 closely compresses standby female 3325.
The another kind of construction strategy of described xoncrete structure 35 is to use to end face 212 from the bottom surface 211 of described 0# block 21
Article two, the described PC rod iron 31 that head and the tail are plugged into, described xoncrete structure 35 includes the first concrete layer and pouring formation successively
Two concrete layers (not shown).The concrete step that pours is:
(3.1) first segment framework of steel reinforcement is laid；
Laying first segment framework of steel reinforcement from the bottom of the described position line, described first segment framework of steel reinforcement includes and institute
State the parallel vertical reinforcement of PC rod iron 31 and the transverse steel orthogonal with described PC rod iron 31 and longitudinal reinforcement, wherein, described
The height of vertical reinforcement is slightly less than the height of described PC rod iron 31, makes the upper end of described PC rod iron 31 expose described formed institute
State first segment framework of steel reinforcement to form the section of plugging into.
(3.2) casting concrete for the first time；
Pour and be coated with the concrete of described PC rod iron 31 and first segment reinforcing bar to form the first concrete layer.Now, institute
Lower end 311 and the described lower anchoring unit 311 of stating PC rod iron 31 are fixed on described 0# block 21 by described first concrete layer
Bottom.Further, in addition it is also necessary to the end face at described first concrete layer carries out dabbing process.
(3.3) the PC rod iron plugged into is laid；
Laying next PC rod iron along the described position line, the lower end of next PC rod iron described is connected with the described section of plugging into.
The upper end of next PC rod iron described can pre-install described upper anchoring unit 332 as mentioned above.
(3.4) second layer concrete layer is formed；
The second sections framework of steel reinforcement, described second sections framework of steel reinforcement bag is laid from the end face of described first concrete layer
Include the vertical reinforcement parallel with described PC rod iron 31 and the transverse steel orthogonal with described PC reinforcing bar and longitudinal reinforcement, wherein,
The vertical reinforcement of described second sections framework of steel reinforcement needs the vertical reinforcement with described first segment reinforcing bar to plug into, and this is second years old
After the length of the vertical reinforcement of sections reinforcing bar reaches design height, pour and be coated with described PC rod iron 31 and the second sections reinforcing bar
Concrete is to form the second concrete layer.Combine closely between described second concrete layer and the first concrete layer.
In this construction strategy, the installation of described spiral bar 34 is same as described above.
The third construction strategy of described xoncrete structure 35 is to use to end face 212 from the bottom surface 211 of described 0# block 21
PC rod iron 31 described in the whole piece that nothing is plugged into, described xoncrete structure 35 includes whole framework of steel reinforcement 32 and is coated with described PC rod iron
31 and the concrete of framework of steel reinforcement 32.The concrete step that pours is:
(3.1) framework of steel reinforcement is laid；
Laying the framework of steel reinforcement of described xoncrete structure from the bottom of the described position line, described framework of steel reinforcement includes and institute
State the parallel vertical reinforcement of PC rod iron 31 and the transverse steel orthogonal with described PC rod iron 31 and longitudinal reinforcement, wherein, described
The height of vertical reinforcement is slightly less than the height of described PC rod iron 31, makes the upper end of described PC rod iron 31 expose to remain in advance installing
Tensioning equipment.
(3.2) casting concrete at twice；
Pour and be coated with the concrete of described PC rod iron 31 and framework of steel reinforcement to form described xoncrete structure, described concrete
Can pour according to difficulty of construction at twice or twice is carried out above, combine closely between the concrete poured by several times.
Further, those skilled in the art are it is to be appreciated that above-mentioned three kinds of construction strategies can be used in combination, with suitable
Answer the assembling construction of higher prestressed structure.
(4) stretch-draw PC rod iron.
With continued reference to Fig. 3, utilize the vertically direction, upper end 312 of PC rod iron 31 described in jack pair to carry out stretch-draw, work as institute
State PC rod iron 31 and reach pre set force, anchored the upper end 312 of described PC rod iron by described upper anchoring unit 332 further.
Thus, as it is shown on figure 3, form the vertical unbonded pre-stressed construction of described overlength 3, it includes that whole piece runs through whole institute
State the PC rod iron 31 of prestressed structure 3, anchor the anchor structure 33 at the two ends of described PC rod iron 31, and be coated on described PC steel
Xoncrete structure 35 around rod 31.Wherein, the described lower anchoring unit 331 of described anchor structure 33 and upper anchoring unit 332
It is separately fixed at lower surface 351 and the upper surface 352 of described xoncrete structure 35.
(5) end-enclosed.
In order to the overall structure of vertical for described overlength unbonded pre-stressed construction with the described girder 2 of subsequent construction is melted mutually
Close, need unbonded pre-stressed construction vertical to this overlength to carry out last finishing, specifically, by the upper end of described PC rod iron 31
312 unnecessary Partial Resections, and carry out described upper end 312 closing covering.
In sum, this utility model overlength vertical unbonded pre-stressed construction saving material, vertical prestressing are effective,
And the assembly method of this structure is easy, it is beneficial to construction and promotes.
Above-described embodiment is this utility model preferably embodiment, but is not merely restricted to the described embodiments, its
He any without departing from the change made under spirit of the present utility model and principle, modify, substitute, combine, simplify, all should
For equivalence substitute mode, within being all contained in protection domain of the present utility model.
Claims (11)
1. the vertical unbonded pre-stressed construction of overlength, it is characterised in that: it includes steel bar for prestressed concrete, anchoring institute
State the anchor structure at steel bar for prestressed concrete two ends, and circumference is coated with the concrete of described steel bar for prestressed concrete
Structure, the top and bottom of described steel bar for prestressed concrete are exposed outside described xoncrete structure.
2. the vertical unbonded pre-stressed construction of overlength as claimed in claim 1, it is characterised in that: described for prestressed concrete
Rod iron whole piece runs through described xoncrete structure.
3. the vertical unbonded pre-stressed construction of overlength as claimed in claim 1 or 2, it is characterised in that: described prestressed concrete
The section of plugging into is exposed for the next vertical unbonded pre-stressed construction of overlength of splicing in the upper end of soil rod iron or lower end.
4. the vertical unbonded pre-stressed construction of overlength as claimed in claim 1, it is characterised in that: described anchor structure includes anchor
Gu the upper anchoring unit of the upper end of described steel bar for prestressed concrete and the described steel bar for prestressed concrete lower end of anchoring
Lower anchoring unit.
5. the vertical unbonded pre-stressed construction of overlength as claimed in claim 4, it is characterised in that: described upper anchoring unit includes
It is arranged on the upper anchor plate of described xoncrete structure upper surface and upper anchoring nut that described upper anchor plate closely compresses, and
It is arranged on the anchor groove of end face opening above described upper anchor plate.
6. the vertical unbonded pre-stressed construction of overlength as claimed in claim 5, it is characterised in that: described upper anchoring unit also wraps
Include the standby anchoring assembly closely compressed with described upper anchoring nut.
7. the vertical unbonded pre-stressed construction of overlength as claimed in claim 4, it is characterised in that: described lower anchoring unit includes
The lower anchor plate being arranged on the lower surface of described xoncrete structure and the lower anchoring nut closely compressed with described lower anchor plate.
8. the vertical unbonded pre-stressed construction of overlength as claimed in claim 7, it is characterised in that: described lower anchoring unit also wraps
Include the standby anchoring assembly closely compressed with described lower anchoring nut.
9. the vertical unbonded pre-stressed construction of overlength as claimed in claim 4, it is characterised in that: also include closely connected described upper anchor
Gu the upper anchor plate of unit and/or the lower anchor plate of lower anchoring unit and circumferentially around described steel bar for prestressed concrete
Spiral bar.
10. the vertical unbonded pre-stressed construction of overlength as claimed in claim 1, it is characterised in that: described xoncrete structure bag
Cover at least three described steel bar for prestressed concrete.
The 11. vertical unbonded pre-stressed construction of overlength as claimed in claim 1, it is characterised in that: described xoncrete structure bag
Include the framework of steel reinforcement that is laid in around described steel bar for prestressed concrete and be coated on described steel bar for prestressed concrete and
Concrete around framework of steel reinforcement.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105862572A (en) * | 2016-06-01 | 2016-08-17 | 中交路桥华南工程有限公司 | Super-long vertical unbonded prestress structure and assembling method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105862572A (en) * | 2016-06-01 | 2016-08-17 | 中交路桥华南工程有限公司 | Super-long vertical unbonded prestress structure and assembling method thereof |
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