CN107245959B - A kind of the oblique pull ruggedized construction and its construction method of double width continuous rigid frame bridge - Google Patents
A kind of the oblique pull ruggedized construction and its construction method of double width continuous rigid frame bridge Download PDFInfo
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- CN107245959B CN107245959B CN201710445666.1A CN201710445666A CN107245959B CN 107245959 B CN107245959 B CN 107245959B CN 201710445666 A CN201710445666 A CN 201710445666A CN 107245959 B CN107245959 B CN 107245959B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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Abstract
A kind of the oblique pull ruggedized construction and its construction method of double width continuous rigid frame bridge, oblique pull ruggedized construction includes the column foot crossbeam being set to above bridge pier, between two width of double width continuous rigid frame bridge, column foot crossbeam bottom is embedded with plastic film capicitor, it is equipped with deformed bar in plastic film capicitor, is anchored on endosternum after the both ends tensioning of deformed bar；It is equipped with vertical king-tower in the middle part of the top surface of column foot crossbeam, is embedded with cable saddle in king-tower；It is symmetrically arranged with anchoring beam between the two sides of king-tower, two width of double width continuous rigid frame bridge, along bridge to interval, anchors in beam and is reserved with rope hole；The first suspension cable, the second suspension cable, third suspension cable and the 4th suspension cable are equipped between cable saddle and corresponding rope hole, it is anchored in after first suspension cable, the second suspension cable, third suspension cable and the 4th oblique pull tensioning on anchoring beam, column foot crossbeam of the present invention has enough rigidity, intensity and cracking resistance, and greatly reduces difficulty of construction and reduce construction period.
Description
Technical field
The present invention relates to technical field of bridge engineering, more particularly to a kind of oblique pull ruggedized construction of double width continuous rigid frame bridge
And its construction method.
Background technique
Often there are some diseases, wherein more typical disease is continuous after coming into operation in a large amount of continuous rigid frame bridge
The end bay of rigid frame bridge and/or in across middle span deflexion it is excessive.
The current this kind of referential reinforcement means of bridge, as disclosed by Chinese patent CN102286938A, in former bridge location stake
The two sides of base respectively increase by 2 new pile foundations for being used to drill-pouring, and new pile foundation is identical as former stake construction, and top stake diameter is 2.4m, under
Portion's stake diameter is 2.0m, and what is connect with former cushion cap two sides is the new cushion cap using bar planting and ring orientation prestress measure, and two sides are newly held
Sarasota is respectively set on platform, Sarasota bridge floor above section is 19 meters high, and bridge tower uses prestressed reinforced concrete construction, tower body at continuous pier
Vertical prestressing is set, and bridge tower uses normal concrete structure at rigid structure pier, in former concrete girder bottom surface plant anchor steel branch
Frame, and by the fixed steel joist of high-strength bolt, bracket is formed, suspension cable is oblique to be mounted between bracket and Sarasota, big for reinforcing
The structure of across footpath continuous beam, continuous rigid frame bridge inhibits the deflection deformation of girder.
When disease that the reinforcement means is above-mentioned applied to solution double width continuous rigid frame bridge, there are following technical problems：
(1) tower height, stake diameter regulation are meticulous, it is difficult to adapt to different across footpaths, the different continuous rigid frame bridge of degree of disease；
(2) bridge tower could be erected by needing to add after pile foundation, cushion cap and pier stud, pile foundation, cushion cap and pier stud long construction period,
Difficulty is big, and when especially construction, bridge pier are higher in water, expense is higher, and difficulty is bigger；
(3) joist needs to be arranged in beam bottom, and length need to be greater than bridge width, and general bridge width is more than 10 meters, even
More than 20 meters, the structure of joist will be very huge, very consuming material, and economy is also poor, while the excessive self weight of joist is to oblique pull
Rope brings sizable burden；
(4) reinforcing of double width continuous rigid frame bridge cannot be adapted to very well：For double width continuous rigid frame bridge, an independent bridge pier pier
Newly-increased 8 pile bases, 4 cushion caps, 4 pier studs, 4 bridge towers are just needed at position, project amount will be very huge, for full-bridge, then
It is more very.
Summary of the invention
In view of the problems of the existing technology, the present invention provides the double width continuous rigid frame bridge of a kind of economy, quick construction
Oblique pull ruggedized construction and its construction method.
To achieve the goals above, the present invention adopts the following technical scheme that：
A kind of oblique pull ruggedized construction of double width continuous rigid frame bridge, including being set to above bridge pier, double width continuous rigid frame bridge
Column foot crossbeam between two width, column foot crossbeam bottom are embedded with plastic film capicitor, are equipped in the plastic film capicitor pre-
Stress reinforcing bar is anchored on the endosternum of the double width continuous rigid frame bridge, the tower after the both ends tensioning of the deformed bar
Be equipped with vertical king-tower in the middle part of the top surface of base crossbeam, be embedded with cable saddle in the king-tower, the cable saddle respectively apart from bridge floor L/6,
5L/24, L/4,7L/24, wherein L is the two sides, the double width in the double width continuous rigid frame bridge across across footpath, in the king-tower
It is symmetrically arranged with anchoring beam between two width of continuous rigid frame bridge, along bridge to interval, the anchoring beam is respectively apart from bridge pier center line L/
6, L/4, L/3,5L/12 are reserved with rope hole in the anchoring beam, are equipped with first between the cable saddle and the corresponding rope hole
Suspension cable, the second suspension cable, third suspension cable and the 4th suspension cable, first suspension cable, second suspension cable, described
It is anchored on the anchoring beam after three suspension cables and the 4th oblique pull tensioning；
The column foot crossbeam along bridge to length be equal to L0, the width of the column foot crossbeam direction across bridge is equal to Db, the column foot
Horizontal depth of beam hTJFor：
Wherein：hTJFor the horizontal depth of beam (m) of the column foot,
Roundup [number, Num_digits], number are any real number for needing to be rounded up to, Num_digits
The decimal digits of number after rounding-off,
EcFor the elasticity modulus (MPa) of the column foot crossbeam concrete,
L0For the length (m) of No. zero block of girder,
DbFor the clear distance (m) between two endosternums,
FmThe maximum vertical power (kN) of king-tower is acted on for carload in design calculating,
G is the self weight (kN) for the king-tower that design needs to add,
F1To design the pulling force (kN) for needing to apply to the first suspension cable,
F2To design the pulling force (kN) for needing to apply to the second suspension cable,
F3To design the pulling force (kN) for needing to apply to third suspension cable,
F4To design the pulling force (kN) for needing to apply to the 4th suspension cable,
The radical n of deformed bar described in plastic film capicitor described in single track is：
Wherein：N is the radical of deformed bar in single track plastic film capicitor,
Roundup [number, Num_digits], number are any real number for needing to be rounded up to, Num_digits
The decimal digits of number after rounding-off,
σconFor the control stress for prestressing (MPa) of deformed bar,
AP1For the area of section (mm of single deformed bar2),
aPFor the distance (mm) of deformed bar center of gravity to column foot crossbeam bottom surface,
NPSFor the road number of plastic film capicitor,
hTJFor the horizontal depth of beam (m) of column foot,
DbFor the clear distance (m) between two endosternums,
FmThe maximum vertical power (kN) of king-tower is acted on for carload in design calculating,
G is the self weight (kN) for the king-tower that design needs to add,
F1To design the pulling force (kN) for needing to apply to the first suspension cable,
F2To design the pulling force (kN) for needing to apply to the second suspension cable,
F3To design the pulling force (kN) for needing to apply to third suspension cable,
F4To design the pulling force (kN) for needing to apply to the 4th suspension cable,
A kind of construction method of the oblique pull ruggedized construction based on above-mentioned double width continuous rigid frame bridge, includes the following steps：
Step 1：Above the bridge pier, between two width of the double width continuous rigid frame bridge, table is carried out to the endosternum
Template is set up after face dabbing, bar planting, then assembling reinforcement opens up hole on the endosternum, the plastic film capicitor is worn
Described hole is crossed, the column foot crossbeam is then formed using concreting；
Step 2：After 5~10 days, the deformed bar is worn in the plastic film capicitor, by the prestress steel
It is anchored in after muscle tensioning on the endosternum；
Step 3：Template, assembling reinforcement, and casting concrete, which are set up, in the middle part of column foot crossbeam top surface forms the master
Tower, and the pre-buried cable saddle in the king-tower；
Step 4：Template is set up after carrying out surface dabbing, bar planting to the endosternum that the anchoring Liang Chu is arranged, is bound
Reinforcing bar, casting concrete forms the anchoring beam, and opens up the rope hole in the anchoring beam；
Step 5：By first suspension cable, second suspension cable, the third suspension cable and the 4th suspension cable
It is corresponding to be anchored on the anchoring beam after the completion of the rope hole and the cable saddle, tensioning, complete construction.
The beneficial effects of the invention are as follows：
1, according to the present invention technical solution limit column foot crossbeam size (column foot crossbeam along bridge to length be equal to girder zero
The length L of block0, column foot crossbeam direction across bridge width be equal to two endosternums between clear distance Db, the horizontal depth of beam of column footIt can effectively ensure that column foot crossbeam is calculated in design
Middle carload acts on the maximum vertical power F of king-towerm, design need add king-tower self weight G and suspension cable pulling force (packet
It includes：Design needs the pulling force F applied to the first suspension cable1, design need to the second suspension cable apply pulling force F2, design need
The pulling force F that third suspension cable is applied3And the pulling force F that design needs to apply the 4th suspension cable4The pulling force of equal suspension cables) etc. lotuses
Under the action of load, vertical maximum displacement is no more than Db/ 800, make column foot crossbeam that there is enough rigidity.
2, the road number of the plastic film capicitor according to the technique and scheme of the present invention, configured in column foot crossbeam is equal to NPS, in advance answer
The distance of power reinforcing bar center of gravity to column foot crossbeam bottom surface is equal to aP, the radical of deformed bar in single track plastic film capicitorAutomobile lotus in design calculating can be offset just
Carry the maximum vertical power F for acting on king-towerm, design need add king-tower self weight G and suspension cable pulling force (including：Design
Need the pulling force F applied to the first suspension cable1, design need to the second suspension cable apply pulling force F2, design need it is oblique to third
The pulling force F that drag-line applies3And the pulling force F that design needs to apply the 4th suspension cable4The pulling force of equal suspension cables) etc. loads in column foot
Column foot crossbeam is effectively ensured with enough intensity and good cracking resistance in the tensile stress that crossbeam lower edge generates.
3, by the way that king-tower is arranged on column foot crossbeam, it can effectively avoid traditional technology and need to add pile foundation, cushion cap and pier
Bridge tower and the huge technological deficiency of project amount could be erected after column, avoid construction under bridge (construction pile foundation, cushion cap and pier stud), it can
It substantially reduces difficulty of construction and reduces construction period.
It 4, is suspension cable on double width continuous rigid frame bridge by the way that anchoring beam is arranged between two width of double width continuous rigid frame bridge
Anchoring, picking-up double width continuous rigid frame bridge provide construction measure；It overcomes traditional technology bracket and is placed in beam bottom and must be wide whole out
A bridge width, huge structure expend material, less economical, the excessive self weight of bracket simultaneously is brought quite greatly to suspension cable
The technological deficiencies such as burden.
5, column foot crossbeam is first arranged in the present invention between two width of double width continuous rigid frame bridge, then in the middle part of column foot crossbeam top surface
Set up king-tower, and king-tower two sides, along bridge between, two width of double width continuous rigid frame bridge, interval be symmetrical arranged anchoring beam, finally
Suspension cable is passed through into corresponding cable saddle and the post-stretching of rope hole, and is anchored on anchoring beam, complete set, effective, uniqueness are formd
Construction technical schemes, efficiently solve double width continuous rigid frame bridge end bay and/or in across the excessive disease of middle span deflexion.
Detailed description of the invention
Fig. 1 is the elevation of the oblique pull ruggedized construction of double width continuous rigid frame bridge of the present invention, and wherein ZXX is bridge pier center line；
Fig. 2 is the cross-sectional view of A-A in Fig. 1；
In figure：1- double width continuous rigid frame bridge, 2- column foot crossbeam, 3- endosternum, 4- plastic film capicitor, 5- deformed bar,
6- king-tower, 7- cable saddle, 8- anchor beam, 9- suspension cable, the first suspension cable of 9a-, the second suspension cable of 9b-, 9c- third suspension cable, 9d-
4th suspension cable, 10- bridge pier, 11- rope hole.
Specific embodiment
Below with reference to embodiment, the present invention is described in further detail.
As shown in Figure 1, the bridge group of double width continuous rigid frame bridge 1 to be reinforced is combined into (135+240+135) m, in the bridge across across
Diameter L=240m, the length L of No. zero block of girder0=10m, the clear distance D between two endosternums 3b=8.5m；In the bridge across span centre under
It scratches up to 16.3cm.
A kind of oblique pull ruggedized construction of double width continuous rigid frame bridge 1, including it is set to 10 top of bridge pier, double width continuous rigid frame bridge
Column foot crossbeam 2 between 1 two width, column foot crossbeam 2 are formed using C50 concreting, elastic modulus Ec=3.45 ×
104MPa；2 distance from bottom column foot crossbeam of column foot crossbeam, 2 bottom surface 120mm (i.e. ap=120mm) position at be embedded with 25 (i.e.
NPS=25) spacing 40cm, the plastic film capicitor 4 that diameter is Φ 100mm；Deformed bar 5 is equipped in plastic film capicitor 4, in advance
It is anchored on endosternum 3 after the both ends tensioning of stress reinforcing bar 5；Vertical king-tower 6, king-tower 6 are equipped in the middle part of the top surface of column foot crossbeam 2
High 75m, along bridge to length be 4m, the width of direction across bridge is 2m, is formed using C50 concreting, elastic modulus Ec=
3.45×104MPa, bulk density γ=26kN/m3；4 ropes respectively apart from bridge floor 40m, 50m, 60m, 70m are embedded in king-tower 6
Saddle 7；King-tower 6 two sides, along between two width of the bridge to, double width continuous rigid frame bridge 1, interval be symmetrically arranged with along bridge to long 2m,
The wide 8.5m of direction across bridge is (equal to the clear distance D between two endosternums 3b), the anchoring beam 8 of high 0.8m, anchoring beam 8 is respectively in bridge pier
The heart line 40m, 60m, 80m, 100m, and anchor the rope hole 11 for being reserved with that diameter is Φ 120mm in beam 8；Cable saddle 7 and corresponding rope hole
The first suspension cable 9a, the second suspension cable 9b, third suspension cable 9c and the 4th suspension cable 9d, 9 tensioning of suspension cable are equipped between 11
After be anchored in anchoring beam 8 on.
It is calculated according to design requirement：
(1) design needs to apply pulling force F to the first suspension cable 9a1=2000kN,
(2) design needs to apply pulling force F to the second suspension cable 9b2=1750kN,
(3) design needs to apply pulling force F to third suspension cable 9c3=1500kN,
(4) design needs to apply pulling force F to the 4th suspension cable 9d4=1250kN,
(5) the maximum vertical power F that carload in calculating acts on king-tower 6 is designedm=10800kN,
(6) the self weight G=26 × 75 × 4 × 2=15600kN for the king-tower 6 that design needs to add；
The column foot crossbeam 2 along bridge to length be equal to No. zero block of girder length L0=10m, 2 direction across bridge of column foot crossbeam
Width be equal to two endosternums 3 between clear distance Db=8.5m, the height h of column foot crossbeam 2TJFor：
The deformed bar 5 uses nominal diameter 15.20mm, 1 × 7 standard steel section twisted wire, control stress for prestressing σcon=
1395MPa, the area of section A of single deformed bar 5P1=140mm2, then deformed bar 5 in single track plastic film capicitor 4
Radical n is：
Above-mentioned bridge is reinforced using construction method of the invention, main construction procedure is：
Step 1：Template is set up after carrying out surface dabbing, bar planting to the endosternum 3 at setting column foot crossbeam 2, binds column foot
Then 2 reinforcing bar of crossbeam opens up 25 spacing 40cm, the hole that diameter is Φ 104mm on endosternum 3, plastic film capicitor 4 is worn
Hole is crossed, suitable bridge is then formed to 10m, the column foot crossbeam 2 of direction across bridge wide 8.5m, high 1.1m using C50 concreting.
Step 2：After 7 days, deformed bar 5 is worn in plastic film capicitor 4,22 are worn in single track plastic film capicitor 4
Deformed bar 5 will be anchored on endosternum 3 after 5 tensioning of deformed bar.
Step 3：Template, assembling reinforcement are set up in the middle part of 2 top surface of column foot crossbeam, and pours C50 concrete and forms king-tower 6,
And the pre-buried cable saddle 7 in king-tower 6.
Step 4：Template, binding anchoring beam are set up after carrying out surface dabbing, bar planting to the endosternum 3 of setting anchoring Liang8Chu
8 reinforcing bars pour C50 concrete and form anchoring beam 8, and reserve rope hole 11 in anchoring beam 8.
Step 5：By the first suspension cable 9a, the second suspension cable 9b, third suspension cable 9c and the 4th suspension cable 9d it is corresponding across
Rope hole 11 and cable saddle 7 are anchored on anchoring beam 8 after the completion of tensioning, complete construction.
Claims (2)
1. a kind of oblique pull ruggedized construction of double width continuous rigid frame bridge, which is characterized in that including：It is set to above bridge pier, double width connects
Column foot crossbeam between two width of continuous rigid frame bridge, column foot crossbeam bottom is embedded with plastic film capicitor, the plastic film capicitor
It is inside equipped with deformed bar, the endosternum of the double width continuous rigid frame bridge is anchored in after the both ends tensioning of the deformed bar
On, it is equipped with vertical king-tower in the middle part of the top surface of the column foot crossbeam, is embedded with cable saddle in the king-tower, cable saddle distance respectively
Bridge floor L/6,5L/24, L/4,7L/24, wherein L is in the double width continuous rigid frame bridge across across footpath, the king-tower two sides,
It is symmetrically arranged with anchoring beam between two width of the double width continuous rigid frame bridge, along bridge to interval, the anchoring beam is respectively apart from bridge pier
Center line L/6, L/4, L/3,5L/12 are reserved with rope hole in the anchoring beam, wear between the cable saddle and the corresponding rope hole
Equipped with the first suspension cable, the second suspension cable, third suspension cable and the 4th suspension cable, first suspension cable, second oblique pull
It is anchored on the anchoring beam after rope, the third suspension cable and the 4th oblique pull tensioning；
The column foot crossbeam along bridge to length be equal to L0, the width of the column foot crossbeam direction across bridge is equal to Db, the column foot crossbeam
Height hTJFor：
Wherein：hTJFor the horizontal depth of beam of the column foot,
Roundup [number, Num_digits], number are any real number for needing to be rounded up to, Num_digits rounding-off
The decimal digits of number afterwards,
EcFor the elasticity modulus of the column foot crossbeam concrete,
L0For the length of No. zero block of girder,
DbFor the clear distance between two endosternums,
FmThe maximum vertical power of king-tower is acted on for carload in design calculating,
G is the self weight for the king-tower that design needs to add,
F1To design the pulling force for needing to apply to the first suspension cable,
F2To design the pulling force for needing to apply to the second suspension cable,
F3To design the pulling force for needing to apply to third suspension cable,
F4To design the pulling force for needing to apply to the 4th suspension cable,
The radical n of deformed bar described in plastic film capicitor described in single track is：
Wherein：N is the radical of deformed bar in single track plastic film capicitor,
Roundup [number, Num_digits], number are any real number for needing to be rounded up to, Num_digits rounding-off
The decimal digits of number afterwards,
σconFor the control stress for prestressing of deformed bar,
AP1For the area of section of single deformed bar,
aPFor deformed bar center of gravity to the distance of column foot crossbeam bottom surface,
NPSFor the road number of plastic film capicitor,
hTJFor the horizontal depth of beam of column foot,
DbFor the clear distance between two endosternums,
FmThe maximum vertical power of king-tower is acted on for carload in design calculating,
G is the self weight for the king-tower that design needs to add,
F1To design the pulling force for needing to apply to the first suspension cable,
F2To design the pulling force for needing to apply to the second suspension cable,
F3To design the pulling force for needing to apply to third suspension cable,
F4To design the pulling force for needing to apply to the 4th suspension cable.
2. a kind of construction method of the oblique pull ruggedized construction based on double width continuous rigid frame bridge described in claim 1, feature exist
In, including：
Step 1：Above the bridge pier, between two width of the double width continuous rigid frame bridge, surface chisel is carried out to the endosternum
Template is set up after hair, bar planting, then assembling reinforcement opens up hole on the endosternum, the plastic film capicitor is passed through institute
Hole is stated, the column foot crossbeam is then formed using concreting；
Step 2：After 5~10 days, the deformed bar is worn in the plastic film capicitor, by the deformed bar
It is anchored in after drawing on the endosternum；
Step 3：Template, assembling reinforcement, and casting concrete, which are set up, in the middle part of column foot crossbeam top surface forms the king-tower,
And the pre-buried cable saddle in the king-tower；
Step 4：Template is set up after carrying out surface dabbing, bar planting to the endosternum that the anchoring Liang Chu is arranged, binds steel
Muscle, casting concrete forms the anchoring beam, and opens up the rope hole in the anchoring beam；
Step 5：First suspension cable, second suspension cable, the third suspension cable and the 4th suspension cable is corresponding
It across the rope hole and the cable saddle, is anchored on the anchoring beam after the completion of tensioning, completes construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710445666.1A CN107245959B (en) | 2017-06-14 | 2017-06-14 | A kind of the oblique pull ruggedized construction and its construction method of double width continuous rigid frame bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710445666.1A CN107245959B (en) | 2017-06-14 | 2017-06-14 | A kind of the oblique pull ruggedized construction and its construction method of double width continuous rigid frame bridge |
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| CN107245959A CN107245959A (en) | 2017-10-13 |
| CN107245959B true CN107245959B (en) | 2018-11-30 |
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| CN109024319B (en) * | 2018-09-21 | 2023-12-15 | 湖北省交通规划设计院股份有限公司 | Low-tower cable-stayed bridge reinforcing structure of double-amplitude continuous rigid frame bridge and construction method |
| CN110468709A (en) * | 2019-08-16 | 2019-11-19 | 柳州欧维姆机械股份有限公司 | A kind of cable-stayed bridge segmentation guy system and its fabrication and installation method with prestressing force cable saddle structure |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2678654B1 (en) * | 1991-07-01 | 1993-09-24 | Razel Freres Entreprise | PROCESS FOR WIDENING THE SCOPE OF A BRIDGE SPAN. |
| CN102286938B (en) * | 2011-07-28 | 2014-11-05 | 交通运输部公路科学研究所 | Diagonal tension system reinforcement structure suitable for large-span box girder bridge and continuous rigid frame bridge |
| CN103266574B (en) * | 2013-05-02 | 2015-06-03 | 浙江大学 | Simply-supported box girder bridge strengthening method with oblique cables |
| CN106012872B (en) * | 2016-06-28 | 2019-03-12 | 山东大学 | Continuous rigid frame bridge without dorsal funciculus oblique pull reinforcement system and construction method |
| CN106638335A (en) * | 2017-01-24 | 2017-05-10 | 柳州欧维姆工程有限公司 | Beam-end working hanging basket for stay cable or sling replacement and the method for stay cable or sling replacement beam-end operation thereof |
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