CN108660903A - CFST Arch Bridge and construction method - Google Patents
CFST Arch Bridge and construction method Download PDFInfo
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- CN108660903A CN108660903A CN201810636205.7A CN201810636205A CN108660903A CN 108660903 A CN108660903 A CN 108660903A CN 201810636205 A CN201810636205 A CN 201810636205A CN 108660903 A CN108660903 A CN 108660903A
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- arch
- arch rib
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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
- E01D4/00—Arch-type 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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- Bridges Or Land Bridges (AREA)
Abstract
The present invention relates to a kind of CFST Arch Bridges, including side arch rib, main arch rib, sunpender, tie-rod and Bridge Pier structure；End bay structure include while arch stand, end bay cast-in-situ steel reinforced concrete arch rib, it is cast-in-place while arch abutment crossbeam, the cast-in-place intercostal crossbeam of end bay, existing cast-in-place side arch rib binder, pour edge column, flexible prestressing tie-rod and cast-in-place floorings；In across structure include skewback, in across steel pipe concrete arch rib, the hollow intercostal crossbeam of main arch, precast hollow longeron, flexible prestressing tie-rod, tie-rod steel plate box, truss-like permanently upper wind brace, K shapes permanently in wind brace, interim wind brace, arch springing embedded section, inside steel strand integral bundle squeezes drag-line sunpender and outside steel strand integral bundle squeezes drag-line sunpender.The beneficial effects of the invention are as follows：Steel tube arch rib fixing bracket of the present invention improves the stability in steel tube arch rib installation operation, merging precision is effectively ensured.
Description
Technical field
The present invention relates to a kind of CFST Arch Bridge and construction methods, belong to science of bridge building field, are suitable for flying swallow
The construction of CFST Arch Bridge.
Background technology
Longspan Bridge construction requirements using high-strength, lightweight and convenient for construction engineering material, and it is desirable that structure have compared with
Good ductility and restorability.Concrete filled steel tube combined material is used in arch bridge that the dead weight of bridge can be mitigated significantly, can be with
Largely improve structural dynamic performance.The arch rib of CFST Arch Bridge is the component based on compression, stability
All it is science of bridge building teacher problem of interest all the time.The lateral rigidity of long-span arch bridge is typically small, in wind action
It is lower to generate larger displacement, the normal operation of bridge structure may be influenced, the damage of structure is even resulted in, causes certain peace
Full hidden danger.Although hollow arch rib component may be used in large-span concrete arch bridge, but its cross-sectional shape size makes wind resistance area
Greatly, suffered wind load remains to lateral stability to generate large effect.Lateral wind brace can guarantee that the ribbed arch of concrete filled steel tube exists
Local buckling does not occur before overall collapse, is laterally stable important guarantee.It is mixed that the arrangement of stull directly affects steel pipe
The stability of solidifying soil arch bridge is one of the factor that design palpus emphasis considers.However excessive stull setting, from angle of designing and construct
Degree is all unreasonable, while the overhead of arch can also be made to seem in disorder, complicated, weakens the aesthetic feeling of arch bridge.
Horizontal thrust of the flying swallow bowstring arch bridge under dead load is mainly balanced by tie-rod, and temperature load and mobile load
The effects that caused arch springing at thrust then mainly offset by basis.Flying swallow bowstring arch bridge is usually held on end bay is arranged to
Formula is arranged to half-through in main span.Rational structure type, generally end bay are using larger material (such as reinforcing bar of load intensity
Concrete), and smaller ratio of rise to span (ratio of rise to span is smaller, and it is bigger to encircle the horizontal component that interior axial compressive force generates).This form is easy
In the thrust that is generated at arch springing of balance main arch rib, also more economy.The lower supporting part of flying swallow bowstring arch bridge point is typically outstanding
Hanging body system, this system flexibility is larger, can influence the comfort of garage.It can be by extending deck type bridge deck length, to carry
The rigidity of high bridge deck entirety, and then reduce the deformation of operation state girder, weaken the vibration of bridge floor.Oblique sunpender can also be passed through
Setting it is longitudinally rigid to improve its.The lateral stiffness for flying swallow bowstring arch bridge, can be ensured by a certain number of stulls,
It can be arranged to cable-carried arch bridge, improve the lateral stiffness of bridge indirectly by the lateral inclination of sunpender.
During CFST Arch Bridge Construction, it is fixed difficult usually to encounter the installation of arch springing template.In steel tube concrete
In native construction stages of arch bridge, it can usually encounter steel tube arch rib merging precision and be difficult to ensure, structural stability controls in work progress
Difficulty manually puts into larger, the problems such as safety is poor during economy is poor and work progress in steel tube arch rib installation process.
Construction requirement cannot be met using conventional CFST Arch Bridge tie-rod system and hanger construction method, tradition falls frame technology and applies
Work complex steps, tissue are more difficult.
Invention content
The purpose of the present invention is overcoming deficiency in the prior art, a kind of CFST Arch Bridge and construction method are provided.
This CFST Arch Bridge, including side arch rib, main arch rib, sunpender, tie-rod and Bridge Pier structure；End bay structure
Including while arch stand, end bay cast-in-situ steel reinforced concrete arch rib, it is cast-in-place while arch abutment crossbeam, the cast-in-place intercostal crossbeam of end bay, existing cast-in-place side
Arch rib binder pours edge column, flexible prestressing tie-rod and cast-in-place floorings；In across structure include skewback, in across concrete filled steel tube
The hollow intercostal crossbeam of arch rib, main arch, precast hollow longeron, flexible prestressing tie-rod, tie-rod steel plate box, the permanent windward of truss-like
Permanently middle wind brace, interim wind brace, arch springing embedded section, inside steel strand integral bundle squeeze drag-line sunpender and outside steel strand integral for support, K shapes
Beam squeezes drag-line sunpender；
Cast-in-place side arch rib binder is located between two panels end bay cast-in-situ steel reinforced concrete arch rib；It is existing that cast-in-place edge column is located at end bay
It pours and is used to support T shape prestressed cross beams above armored concrete arch rib and skewback；Arch springing embedded section passes through arch springing external wrapping concrete
It is connect with skewback, skewback is located above the cushion cap of main span；The hollow intercostal crossbeam of main arch is located in two panels across steel pipe concrete arch rib
Between；Inside steel strand integral bundle squeezes drag-line sunpender and outside steel strand integral bundle squeezes drag-line sunpender top in across steel tube concrete
Native arch rib connection, inside steel strand integral bundle squeezes drag-line sunpender and outside steel strand integral bundle squeezes drag-line sunpender lower part and sunpender cross
Beam connects；Permanently permanently middle wind brace, interim wind brace are located in two panels between steel pipe concrete arch rib truss-like for upper wind brace, K shapes.
As preferred：The cast-in-place side arch abutment crossbeam is located above end bay cast-in-situ steel reinforced concrete arch rib end, end bay
Cast-in-place intercostal crossbeam is set to above end bay cast-in-situ steel reinforced concrete arch rib.
As preferred：The flexible prestressing tie-rod is arranged through tie-rod steel plate box, and end anchorage is existing in end bay
It pours at the top of armored concrete arch rib.
As preferred：The cushion cap is located above pile foundation, and column is equipped with above the cushion cap of end bay, side is equipped with above column
Arch stand.
As preferred：Described end bay cast-in-situ steel reinforced concrete arch rib one end is connect with skewback, and the other end is shelved on side arch
On bearing.
As preferred：Described skewback one end is connect with end bay cast-in-situ steel reinforced concrete arch rib, and it is pre- that the other end is equipped with arch springing
Bury section, in pass through arch springing external wrapping concrete and arch springing embedded section across steel pipe concrete arch rib and consolidate.
As preferred：The inside steel strand integral bundle squeezes drag-line sunpender and outside steel strand integral bundle squeezes drag-line sunpender
Top stretching end connect across steel pipe concrete arch rib in by Hanger Anchor head bore, lower part fixed section is pre-buried by boom end
Part is connect with suspender crossbeam.
As preferred：Across steel pipe concrete arch rib installation segment includes upstream arch rib and K shapes permanently middle wind brace in described,
Its front adds interim wind brace.
As preferred：Across the holder of steel pipe concrete arch rib and end bay cast-in-situ steel reinforced concrete arch rib using fixed in described
Type strutting system.
The construction method of this CFST Arch Bridge, includes the following steps：
1) preparation of construction：It organizes related personnel to carry out drawing joint examination, then confides a technological secret to critical process, to goods and materials
Equipment is verified, and is formulated test plan, is established Control Survey Triangulation Network for Construction, further appreciate that and implement site operation and arrange safely
It applies；
2) pile foundation and pier construction：Opposite side encircles and main arch basis is constructed, and pile foundation and pier is poured, then in main arch
Skewback is poured at pier, side arch pier on pour column, side arch stand is poured above column, pour main pier cushion cap,
When skewback, the built-in fittings such as pre-buried arch rib arch springing steel pipe, arch springing partial pressing steel plate, arch springing Outsourcing Concrete bar built-in fitting pour master
Advance installation platform upper bracket, installation main arch arch springing sky steel pipe when the cushion cap of pier, skewback；
3) main arch rib is processed：In across steel pipe concrete arch rib arch ring use concrete-filled steel tube with dumbbell sections, arch rib is in factory
It is segmented prefabricated；
4) arch springing monoblock type fixing bracket is set up：Monoblock type fixing bracket is connected by pre-embedded steel slab, locating rack setting is fixed
Shape steel plate and positioning bolt are positioned and are welded to WELDING STUDS welding position；
5) arch springing is constructed：Skewback is located above the cushion cap of main span, installs arch springing embedded section, binding arch springing, binder reinforcing bar, arch
The construction of foot external wrapping concrete is hinged open-close type punching block pouring technique using the fixed regularization fast mounting-dismounting of external wrapping concrete attachment, pours
It is affixed to build the progress of arch springing external wrapping concrete, and vibration compacting, is conserved；
6) arch rib holder is set up：Before setting up holder, the foundation stabilization stabilization processing of holder is carried out, is set around bracket basis
Set corresponding pumping equipment, in across the rack construction of steel pipe concrete arch rib and end bay cast-in-situ steel reinforced concrete arch rib use regularization
Strutting system；
7) the flexible support net of installation：By height adjustable arc lattice steel pallet leveling, then flexibility support net is placed on
In height adjustable arc lattice steel pallet；
8) holder loads precompressed：In adopted across the pre-pressing bracket of steel pipe concrete arch rib and end bay cast-in-situ steel reinforced concrete arch rib
With the anchoring bottom girder counter-force precompressed of assembled step anchor cable sash prestressing technology is combined with pouch water filling ballast precompressed；
9) deformation of timbering is monitored：The deformation of regularization strutting system vertical elastic is measured, when arch rib formwork erection is included in because construction is faced
When rack sinking deformation camber；
10) arch rib holder unloads：After setting camber, regularization strutting system is unloaded；
11) trigonum girder is set up：Trigonum girder is set up on regularization strutting system, and it is horizontal to pour the hollow intercostal of main arch
Beam；
12) tie-rod installation system is set up：The construction of flexible prestressing tie-rod uses the lossless traction paying off system of tie-rod drag-line, volume
Finished tie bar cable disk processed sets up fixed plate rail, and finished tie bar cable disk is positioned on plate rail bottom plate, sets up drag-line bracket, installation
The band vertical guide groove of idler wheel, draws haulage cable, starts hoist engine, and distraction procedure speed remains a constant speed, and traction reserves afterwards in place
Enough active lengths, adjustment wheel frame absolute altitude meet design, install tie-rod anchor head：Last prestressed tie-rod anchor end；
13) arch rib construction bracket system is set up：In it is fixed across steel pipe concrete arch rib and end bay cast-in-situ steel reinforced concrete arch rib
Type hingedly reinforces steel plate using separate type and combines interim Strengthening Technology with regularization monoblock type arc reinforcement channel steel, and centering is across steel pipe
Concrete arch rib carrying out shaping strutting system is set up, and is shelved steel pipe by reinforcing steel pipe on regularization strutting system top and is added
Strong supporting steel plate is fixed；
14) end bay structure is poured：It is horizontal that end bay arch rib template, end floor beam template, intercostal are installed on regularization strutting system
Beam forms, and assembling reinforcement；Then the cast-in-place intercostal crossbeam of end bay cast-in-situ steel reinforced concrete arch rib, end bay, cast-in-place side arch rib are poured
Binder pours side arch rib concrete, pours end floor beam concrete, reaches 90% or more post-stretching end floor beam prestressed strand of design strength,
Cast-in-place edge column is poured on end bay cast-in-situ steel reinforced concrete arch rib；
15) across main arch fin steel tube in installing：Segmental hoisting, empty steel pipe joint is intersegmental to be connected with bolt, and empty steel pipe closes up；
The hollow intercostal crossbeam of wind brace, main arch and sunpender are avoided at steel pipe segmentation；After adjusting arch, intersegmental seam is welded
It connects；Welding or bolt vault gas vent；Wind brace, interim wind brace during truss-like permanently goes up wind brace, K shapes permanently are installed；
16) across main arch rib pump-injecting concrete program in：Completion is once perfused in arch rib concrete, and three cavity independent perfusions of upper, middle and lower fill
Note sequence is lower boom, top boom, intermediate batten plate；Simultaneously toward vault pump-injecting concrete from the arch springing of both sides；Both sides pump-injecting concrete is to vault
Shi Jixu pump notes, until being full of concrete in waiting steel pipe；Exhaust pipe is removed when concrete strength reaches requirement, same steel plate is used in combination
Sealing of hole welds；
17) side arch closes up：Close up end bay cast-in-situ steel reinforced concrete arch rib, after side arch rib health 7-10 days, pours arch
Foot closes up seam concrete；Symmetrically pour cast-in-place side arch rib binder；
18) the hollow intercostal crossbeam of main arch symmetrically is poured, pours the cast-in-place edge column of side arch, main arch column is installed；Lift T shapes
Prestressed cross beams, the side arch abutment crossbeam of lifting end bay side, install end bay section longeron；End bay section prefabricated bridge is installed, is poured
The cast-in-place floorings of end bay section；
19) hanger construction platform is set up：Operation platform includes operation platform bottom plate, is laid with sliding rail, is laid with bottom plate sliding-rail groove,
Carry out setting up for platform truss；
20) tie member tensioning：Longitudinal flexible prestressed tie bar drag-line is installed, installation end bay section prestressed tie bar supporting rack is
Bar steel plate box, internal side-line bar and outboard tie-bar progress tensioning respectively, tie member tensioning is using symmetrical, classification, circulation stretch-draw；
21) across main arch coil support in navigable is removed, the following portion support of main arch rib intercostal crossbeam is retained；
22) across sunpender in installing：In across steel pipe concrete arch rib arch rib hanger construction using attachment arch rib fixed rack
Movable construction platform according in place across prefabricated suspender crossbeam in being symmetrically installed from span centre, arch springing to 1/4 direction of arch rib, and is pacified
Fill the side crossbeam of main span side；Precast hollow longeron is installed；Tie-rod steel plate box is installed；In in the installation of prefabricated suspender crossbeam is pressed
Consider that camber back rest bottom installed height mark is constructed in across arch rib sunpender structural map；After the installation of whole prefabricated crossbeams is in place,
It compares above-mentioned beam bottom installed height mark and re-starts whole sunpender ropes length or the adjustment of Suo Li；
23) suspender tension anchors：Stretch-draw anchor is carried out to inside sunpender and outside sunpender respectively；Inside steel strand integral bundle squeezes
Press the top stretching end that drag-line sunpender and outside steel strand integral bundle squeeze drag-line sunpender mixed across steel pipe in by Hanger Anchor head bore
Solidifying soil arch rib connection, lower part fixed section are connect by boom end built-in fitting with suspender crossbeam；
24) remaining all holders are removed, main span section prefabricated bridge is installed, the cast-in-place floorings of main span section are poured；
25) deck paving and anticollision barrier are poured across balanced, symmetrical by full-bridge three, expansion joint is installed；
26) after the completion of full-bridge, all inside steel strand integral bundle extruding drag-line sunpender, outside steel strand integral bundle is carried out and squeezes and draws
The Suo Li of rope sunpender and flexible prestressing tie rod anchor rope is measured, and sunpender initial tensioning Suo Li combines construction middle cross beam designed elevation control
Analysis result suitably adjusted, the actual measurement Suo Li of tie member tensioning Suo Li is not more than 8% with design Suo Li errors, otherwise carries out
It is corresponding to adjust rope.
The beneficial effects of the invention are as follows：
1, steel tube arch rib fixing bracket of the present invention improves the stability in steel tube arch rib installation operation, has
Effect ensures merging precision.
2, assembled step anchor cable sash anchoring bottom girder counter-force precompressed of the present invention and pouch water filling ballast precompressed group
The construction method of conjunction reduces unnecessary operational procedure together, has saved the duration, can be effective cost-effective.
3, the fixed regularization Quick Release of attachment of the present invention is hinged open-close type punching block, improves arch springing template installation speed
Degree, is effectively ensured structure size.
4, the hanger erection platform truss in the present invention uses regularization sliding rail movable construction platform, substantially increases and hangs
Bar construction efficiency, mechanization of building operation degree greatly improve.
5, the tie-rod installation in the present invention effectively prevents tie-rod by the lossless traction paying off system of tie-rod drag-line and is installing
Possible damage in the process ensure that tie-rod construction integrality, effectively reduce frictional resistance.
Description of the drawings
Fig. 1 is CFST Arch Bridge facade detail drawing；
Fig. 2 is rib structure plan view；
Fig. 3 is main arch rib suspender crossbeam sectional view；
Fig. 4 is main arch rib intercostal crossbeam and side crossbeam sectional view；
Fig. 5 is side arch rib stand column and beam sectional view；
Fig. 6 is side arch abutment crossbeam sectional view；
Fig. 7 is bridge deck plan view；
Fig. 8 is regularization strutting system schematic diagram；
Fig. 9 is CFST Arch Bridge external wrapping concrete arch springing structure chart；
Figure 10 is shearing nail welding locating rack structure chart；
Figure 11 is Filled Steel Tubular Arch Bridge regularization clamp structure figure；
Figure 12 is concrete filled steel tube external prestressing tie-rod installation diagram；
Figure 13 is interchangeable locking-type tie-rod anchorage figure；
Figure 14 is Filled Steel Tubular Arch Bridge sunpender hoisting structure figure；
Figure 15 is gas vent and feed opening sectional view.
Reference sign：Across concrete filled steel tube in 1- pile foundations, 2- cushion caps, 3- skewbacks, the sides 4- arch stand, 5- columns, 6-
Arch rib, 7- end bay cast-in-situ steel reinforced concretes arch rib, 8- are cast-in-place to encircle when arch abutment crossbeam, the cast-in-place intercostal crossbeam of 9- end bays, 10- are cast-in-place
The cast-in-place edge column of rib binder, 11-, 12-T shapes prestressed cross beams, the hollow intercostal crossbeam of 13- main arch, 14- precast hollows longeron, 15-
Bracket, 16- prefabricated bridges, the cast-in-place floorings of 17-, 18- flexible prestressings tie-rod, the insides 19- steel strand integral bundle is shelved to squeeze
Steel strand integral bundle extruding drag-line sunpender, 21- Hanger Anchors head bore, the tops 22- stretching end, the lower parts 23- are solid on the outside of drag-line sunpender, 20-
Determine section, 24- boom ends built-in fitting, 25- chord members steel pipe, the centres 26- batten plate, 27- self-compacting concretes, 28- feed openings, 29-
Gas vent, 30- exhaust pipes, 31- arch springings embedded section, 32- arch springings external wrapping concrete, 33- arch springings partial pressing steel plate, 34- shearings
Nail, the interchangeable locking-type tie-rod anchorages of 35-, 36- tie-bar supports frame, 37- tie-rods steel plate box, 38- truss-likes permanently go up wind brace, 39-K shapes
Wind brace in permanent, the interim wind braces of 40-, 41- regularization strutting system, 42- arch rib regularization reinforce U-steel frame, the sides 43- crossbeam,
The secondary inside arch rib of 44- suspender crossbeams, 45- outer side edges arch rib, 46- inner side edges arch rib, 47- columns bearing, 48- or so shares lower part
Prestressed tie bar, the sides 51- beam support, the pavements 52-, 53- non-motor vehicles on the outside of the basic, insides 49- prestressed tie bar, 50-
Road, 54- car lanes, 55- anticollision barriers, main arch rib on the outside of 56-, main arch rib, 58- prefabricated boards piecemeal, 59- grounds on the inside of 57-
Handle stake, 60- shallow-layers solidification soil cement plate, 61- assembled step anchor cable sashes anchoring bottom girder, 62- anchor cables embedded section, 63- master
Arch rib arch springing steel pipe, 64- reserve anchor hole, 65- frame grid type holders bottom plate, 66- pier solid plates built-in fitting, the modular L-shaped steel of 67-
Grillage, 68- height adjustable arc lattices steel pallet, 69- flexibility supports net, 70- pouches, 71- side end panels, 72- easy-dismounts point
Cavity plate, 73- counter-force precompressed anchor cable, 74- piers pre-buried anchor cable counter-force end, 75- pressure-bearings bar-mat reinforcement, 76- anti-shear steel plates, 77-L shapes limit
Position plate, 78, connection end plate with holes, 79, comb shape entirety fixing bolt, 80- anticrackings bar-mat reinforcement, 81- arcs backplate, 82- monoblock types
Fixing bracket, 83- pre-embedded steel slabs, 84- sizings steel plate, 85- shearing nail weldings locating rack, 86- positioning bolts, 87- reinforce steel pipe
Shelve steel pipe, 88- reinforces supporting steel plate, chamber, 90- set girt(h)s, 91- jack, 92- ribs are shelved in the limit of 89- jack
Plate, 93- arch ribs fixation steel plate, 94- steel tube arch ribs fixing bracket, 95- fastenings otic placode, 96- arc monoblock types channel steel, 97- are to drawing
Adjustable long bolt, 98- arch ribs are to drawing temporary connection plate, 98- steel tube arch ribs seam, 99- continous way stress tests meter, 100- steel pipes
Arch rib, 101- otic placodes fastening bolt, 102- is adjustable steel plate top plate, 103- adjustable bolts group, 104- is adjustable steel plate base, 105- can
Stainless steel strut, 106- hinged shafts, 107- finished tie bar cables disk, 108- is adjusted to fix plate rail, 109- plate rails bottom plate, 110- band idler wheels vertical
The symmetrical elevator of guide groove, 111-, 112- drag-line bands buckle shoulder pole girder, 113- drag-lines bracket, 114- tie-rods drag-line, 115- band transition arcs
Hold in the palm tie-rod point to device, 116- haulage cables, 117- anchor plates fixing muscle, 118- sealing devices, 119- erect fixation steel plate,
120- foundation bolts, 121- compression sets, 122- protective covers, 123- support tubes, 124- fillings mortar, 125- built-in pipes, 126-
Damping device, 127- sliding rails, 128- operation platforms bottom plate, 129- bottom plates sliding-rail groove, 130- are chimeric to drawing brake, 131- platforms
Truss.
Specific implementation mode
The present invention is described further with reference to embodiment.The explanation of following embodiments is merely used to help understand this
Invention.It should be pointed out that for those skilled in the art, without departing from the principle of the present invention, also
Can be with several improvements and modifications are made to the present invention, these improvement and modification also fall into the protection domain of the claims in the present invention
It is interior.
As shown in Fig. 1 to Figure 15, the CFST Arch Bridge, including：Side arch rib, main arch rib, sunpender, tie-rod and bridge
Beam pier structure；End bay structure include while arch stand 4, end bay cast-in-situ steel reinforced concrete arch rib 7, it is cast-in-place while arch abutment crossbeam 8, end bay
Cast-in-place intercostal crossbeam 9, pours edge column 11, flexible prestressing tie-rod 18 and cast-in-place floorings 17 at existing cast-in-place side arch rib binder 10；In
Across structure include skewback 3, in across steel pipe concrete arch rib 6, the hollow intercostal crossbeam 13 of main arch, precast hollow longeron 14, flexible pre-
Permanently permanently middle wind brace 39, interim wind brace 40, arch springing are pre- for upper wind brace 38, K shapes for stress tie-rod 18, tie-rod steel plate box 37, truss-like
Bury section 31, inside steel strand integral bundle squeezes drag-line sunpender 19 and outside steel strand integral bundle squeezes drag-line sunpender 20；Cast-in-place side arch rib
Binder 10 is located between two panels end bay cast-in-situ steel reinforced concrete arch rib 7；Cast-in-place edge column 11 is located at end bay cast-in-situ steel reinforced concrete
Arch rib 7 and 3 top of skewback are used to support T shapes prestressed cross beams 12；Arch springing embedded section 31 passes through arch springing external wrapping concrete 32 and arch
Seat 3 connects, and skewback 3 is located at 2 top of cushion cap of main span；The hollow intercostal crossbeam of main arch 13 is located in two panels across steel pipe concrete arch rib
Between 6；Inside steel strand integral bundle squeezes drag-line sunpender 19 and outside steel strand integral bundle squeezes 20 top of drag-line sunpender in across steel
Pipe concrete arch rib 6 connects, and inside steel strand integral bundle squeezes drag-line sunpender 19 and outside steel strand integral bundle squeezes drag-line sunpender 20
Lower part is connect with suspender crossbeam 44；Permanently permanently middle wind brace 39, interim wind brace 40 are located in two panels truss-like for upper wind brace 38, K shapes
Between steel pipe concrete arch rib 6.
The cast-in-place side arch abutment crossbeam 8 is located above 7 end of end bay cast-in-situ steel reinforced concrete arch rib, the cast-in-place intercostal of end bay
Crossbeam 9 is set to 7 top of end bay cast-in-situ steel reinforced concrete arch rib.The flexible prestressing tie-rod 18 is through tie-rod steel plate box
37 settings, end anchorage is in 7 top of end bay cast-in-situ steel reinforced concrete arch rib.The cushion cap 2 is located at 1 top of pile foundation, end bay
The top of cushion cap 2 be equipped with column 5,5 top of column is equipped with side arch stand 4.Described 7 one end of end bay cast-in-situ steel reinforced concrete arch rib
It is connect with skewback 3, the other end is shelved on side arch stand 4.Described 3 one end of skewback and end bay cast-in-situ steel reinforced concrete arch rib 7
Connection, the other end be equipped with arch springing embedded section 31, in it is pre-buried by arch springing external wrapping concrete 32 and arch springing across steel pipe concrete arch rib 6
Section 31 consolidates.The inside steel strand integral bundle squeezes drag-line sunpender 19 and outside steel strand integral bundle squeezes the upper of drag-line sunpender 20
Portion's stretching end 22 is connect in across steel pipe concrete arch rib 6 by Hanger Anchor head bore 21, and lower part fixed section 23 passes through boom end
Built-in fitting 24 is connect with suspender crossbeam 44.In described across steel pipe concrete arch rib 6 install segment include upstream arch rib and K shapes forever
Wind brace 39 in long, front adds interim wind brace 40.Across steel pipe concrete arch rib 6 and end bay cast-in-situ steel reinforced concrete in described
The holder of arch rib 7 uses regularization strutting system 41.
The construction method of the CFST Arch Bridge, includes the following steps：
1) preparation of construction：It organizes related personnel to carry out drawing joint examination, then confides a technological secret to critical process, to goods and materials
Equipment is verified, and is formulated test plan, is established Control Survey Triangulation Network for Construction, further appreciate that and implement site operation and arrange safely
It applies；
2) pile foundation and pier construction：Opposite side encircles and main arch basis is constructed, and pile foundation 1 and pier 2 is poured, then in main arch
Pier 2 at pour skewback 3, side arch pier 2 on pour column 5, side arch stand 4 is poured above column 5, pours main pier
Cushion cap 2, skewback 3 when, pre-buried arch rib arch springing steel pipe, arch springing partial pressing steel plate 33, arch springing Outsourcing Concrete bar built-in fitting etc. are pre-
Embedded part pours advance 2 upper bracket of installation platform when cushion cap 2, the skewback 3 of main pier, installation main arch arch springing sky steel pipe；
3) main arch rib is processed：In across steel pipe concrete arch rib 6 arch ring use concrete-filled steel tube with dumbbell sections, arch rib is in factory
It is segmented prefabricated；
4) arch springing monoblock type fixing bracket is set up：Monoblock type fixing bracket 82, locating rack 85 are connected by pre-embedded steel slab 33
Setting sizing steel plate 84 and positioning bolt 86 are positioned and are welded to 34 welding position of WELDING STUDS；
5) arch springing is constructed：Skewback 3 is located at 2 top of cushion cap of main span, installation arch springing embedded section 31, binding arch springing, binder steel
Muscle, the construction of arch springing external wrapping concrete 32 are hinged open-close type punching block using the fixed regularization fast mounting-dismounting of external wrapping concrete attachment and pour
Technology pours arch springing external wrapping concrete 32 and carries out affixed, and vibration compacting, conserved in time；
6) arch rib holder is set up：Before setting up holder, the foundation stabilization stabilization processing of holder is carried out, is set around bracket basis
Set corresponding pumping equipment, in across the rack construction of steel pipe concrete arch rib 6 and end bay cast-in-situ steel reinforced concrete arch rib 7 using shape
Change strutting system 41；
7) the flexible support net of installation：By 68 leveling of height adjustable arc lattice steel pallet, then flexibility support net 69 is put
It sets in height adjustable arc lattice steel pallet 68；
8) holder loads precompressed：In across steel pipe concrete arch rib 6 and end bay cast-in-situ steel reinforced concrete arch rib 7 pre-pressing bracket
Prestressing technology is combined with pouch water filling ballast precompressed using the anchoring bottom girder counter-force precompressed of assembled step anchor cable sash；
9) deformation of timbering is monitored：The deformation of 41 vertical elastic of regularization strutting system is measured, when arch rib formwork erection is considered as and counts
Enter the camber because of construction falsework sinking deformation；
10) arch rib holder unloads：After setting camber, regularization strutting system 41 is unloaded；
11) trigonum girder is set up：Trigonum girder is set up on regularization strutting system 41, pours the hollow intercostal of main arch
Crossbeam 13；
12) tie-rod installation system is set up：The construction of flexible prestressing tie-rod 18 uses the lossless traction paying off system of tie-rod drag-line,
Finished tie bar cable disk 107 is rolled, fixed plate rail 108 is set up, finished tie bar cable disk 107 is positioned on plate rail bottom plate 109, sets up
Drag-line bracket 113, the installation band vertical guide groove 110 of idler wheel, draws haulage cable 116, starts hoist engine 111, distraction procedure speed
Degree should not be too fast, should remain a constant speed, and traction reserves enough active lengths afterwards in place, and adjustment wheel frame absolute altitude meets design, peace
Fill tie-rod anchor head：Last prestressed tie-rod anchor end；
13) arch rib construction bracket system is set up：In across steel pipe concrete arch rib 6 and end bay cast-in-situ steel reinforced concrete arch rib 7
Sizing hingedly reinforces steel plate using separate type and combines interim Strengthening Technology with regularization monoblock type arc reinforcement channel steel, and centering is across steel
6 carrying out shaping strutting system 41 of pipe concrete arch rib is set up, and is shelved on 41 top of regularization strutting system by reinforcing steel pipe
Steel pipe 87 and reinforcement supporting steel plate 88 are fixed；
14) end bay structure is poured：End bay arch rib template, end floor beam template, intercostal are installed on regularization strutting system 41
Beam template, and assembling reinforcement (setting for paying attention to built-in fitting)；Then it is existing that end bay cast-in-situ steel reinforced concrete arch rib 7, end bay are poured
Intercostal crossbeam 9, cast-in-place side arch rib binder 10 are poured, side arch rib concrete is poured, pours end floor beam concrete, after reaching 90% or more design strength
Tensioning end floor beam prestressed strand pours cast-in-place edge column 11 on end bay cast-in-situ steel reinforced concrete arch rib 7；
15) across main arch fin steel tube in installing：Segmental hoisting, empty steel pipe joint is intersegmental to be connected with bolt, and empty steel pipe closes up；
The hollow intercostal crossbeam 13 of wind brace, main arch and sunpender are avoided at steel pipe segmentation；After adjusting arch, intersegmental seam is welded
It connects；Welding or bolt vault gas vent 29；Wind brace 39, interim wind brace 40 during truss-like permanently goes up wind brace 38, K shapes permanently are installed；
16) across main arch rib pump-injecting concrete program in：Completion is once perfused in arch rib concrete, and three cavity independent perfusions of upper, middle and lower fill
Note sequence is lower boom, top boom, intermediate batten plate 26；Simultaneously toward vault pump-injecting concrete from the arch springing of both sides；Both sides pump-injecting concrete extremely encircles
Continue pump note when top, until being full of concrete in waiting steel pipe；It is vibrated two minutes with vibrating spear insertion, waits for that concrete strength reaches
It is required that when remove exhaust pipe 30, the welding of same steel plate sealing of hole be used in combination；
17) side arch closes up：Close up end bay cast-in-situ steel reinforced concrete arch rib 7, after side arch rib health 7-10 days, pours arch
Foot closes up seam concrete (closing up arch springing)；Symmetrically pour cast-in-place side arch rib binder 11；
18) the hollow intercostal crossbeam 13 of main arch symmetrically is poured, pours the cast-in-place edge column 11 of side arch, main arch column is installed；It hangs
T shapes prestressed cross beams 12 are filled, the side arch abutment crossbeam 8 of lifting end bay side installs end bay section longeron；The prefabricated bridge floor of end bay section is installed
Plate 17 pours the cast-in-place floorings of end bay section 17；
19) hanger construction platform is set up：Operation platform includes operation platform bottom plate 128, is laid with sliding rail 127, is laid with bottom plate
Sliding-rail groove 129 carries out setting up for platform truss 131；
20) tie member tensioning：18 drag-line of longitudinal flexible prestressed tie bar is installed, end bay section prestressed tie bar supporting rack is installed
36, tie-rod steel plate box 37, internal side-line bar and outboard tie-bar progress tensioning, tie member tensioning are opened using symmetrical, classification, cycle respectively
It draws；
21) across main arch coil support in navigable is removed, the following portion support of main arch rib intercostal crossbeam is retained；
22) across sunpender in installing：In across steel pipe concrete arch rib 6 arch rib hanger construction using attachment arch rib fixed rack
Movable construction platform, according in place across prefabricated suspender crossbeam 44 in being symmetrically installed from span centre, arch springing to 1/4 direction of arch rib, and
The side crossbeam 43 of main span side is installed；Precast hollow longeron 14 is installed；Tie-rod steel plate box 37 is installed；In across prefabricated suspender crossbeam 44
Installation consider that camber back rest bottom installed height mark is constructed in across arch rib sunpender structural map in；Pacify in whole prefabricated crossbeams
After dress is in place, compares above-mentioned beam bottom installed height mark and re-start whole sunpender ropes length or the adjustment of Suo Li；
23) suspender tension anchors：Stretch-draw anchor is carried out to inside sunpender and outside sunpender respectively；Inside steel strand integral bundle squeezes
Press the top stretching end 22 of drag-line sunpender 19 and outside steel strand integral bundle extruding drag-line sunpender 20 by Hanger Anchor head bore 21 in
It is connected across steel pipe concrete arch rib 6, lower part fixed section 23 is connect by boom end built-in fitting 24 with suspender crossbeam 44；
24) remaining all holders are removed, installation main span section prefabricated bridge 17 pours the cast-in-place floorings of main span section 16；
25) deck paving and anticollision barrier 55 are poured across balanced, symmetrical by full-bridge three, expansion joint is installed；
26) after the completion of full-bridge, all inside steel strand integral bundles is carried out and squeeze drag-line sunpender 19, the extruding of outside steel strand integral bundle
The Suo Li of 18 anchor cable of drag-line sunpender 20 and flexible prestressing tie-rod is measured, and sunpender initial tensioning Suo Li combines construction middle cross beam design mark
The analysis result of height control is suitably adjusted, and the actual measurement Suo Li and design Suo Li errors of tie member tensioning Suo Li is no no more than 8%
Then carry out corresponding tune rope.
Claims (10)
1. a kind of CFST Arch Bridge, it is characterised in that including side arch rib, main arch rib, sunpender, tie-rod and Bridge Pier structure；
End bay structure include while arch stand (4), end bay cast-in-situ steel reinforced concrete arch rib (7), it is cast-in-place while arch abutment crossbeam (8), end bay it is cast-in-place
Intercostal crossbeam (9), pours edge column (11), flexible prestressing tie-rod (18) and cast-in-place floorings at existing cast-in-place side arch rib binder (10)
(17)；In across structure include skewback (3), in across steel pipe concrete arch rib (6), the hollow intercostal crossbeam (13) of main arch, precast hollow
Wind brace during longeron (14), flexible prestressing tie-rod (18), tie-rod steel plate box (37), truss-like permanently go up wind brace (38), K shapes permanently
(39), interim wind brace (40), arch springing embedded section (31), inside steel strand integral bundle squeeze drag-line sunpender (19) and outside steel strand integral
Beam squeezes drag-line sunpender (20)；
Cast-in-place side arch rib binder (10) is located between two panels end bay cast-in-situ steel reinforced concrete arch rib (7)；Cast-in-place edge column (11) sets
It is used to support T shapes prestressed cross beams (12) above end bay cast-in-situ steel reinforced concrete arch rib (7) and skewback (3)；Arch springing embedded section
(31) it is connect with skewback (3) by arch springing external wrapping concrete (32), skewback (3) is located above the cushion cap (2) of main span；Main arch is hollow
Intercostal crossbeam (13) is located in two panels between steel pipe concrete arch rib (6)；Inside steel strand integral bundle squeezes drag-line sunpender (19)
Drag-line sunpender (20) top is squeezed with outside steel strand integral bundle to connect across steel pipe concrete arch rib (6) in, inside steel strand integral
Beam squeezes drag-line sunpender (19) and outside steel strand integral bundle squeezes drag-line sunpender (20) lower part and connect with suspender crossbeam (44)；Truss
Permanently permanently middle wind brace (39), interim wind brace (40) are located in two panels across steel pipe concrete arch rib (6) formula for upper wind brace (38), K shapes
Between.
2. CFST Arch Bridge according to claim 1, it is characterised in that：The cast-in-place side arch abutment crossbeam (8) sets
Above end bay cast-in-situ steel reinforced concrete arch rib (7) end, the cast-in-place intercostal crossbeam (9) of end bay is set to end bay cast in place reinforced bar coagulation
Above native arch rib (7).
3. CFST Arch Bridge according to claim 1, it is characterised in that：The flexible prestressing tie-rod (18) passes through
It is through at tie-rod steel plate box (37) setting, end anchorage is at the top of end bay cast-in-situ steel reinforced concrete arch rib (7).
4. CFST Arch Bridge according to claim 1, it is characterised in that：The cushion cap (2) is located in pile foundation (1)
Cushion cap (2) top of side, end bay is equipped with column (5), and side arch stand (4) is equipped with above column (5).
5. CFST Arch Bridge according to claim 1, it is characterised in that：The end bay cast-in-situ steel reinforced concrete arch
Rib (7) one end is connect with skewback (3), and the other end is shelved on side arch stand (4).
6. CFST Arch Bridge according to claim 1, it is characterised in that：Described skewback (3) one end is existing with end bay
Pour armored concrete arch rib (7) connection, the other end is equipped with arch springing embedded section (31), in across steel pipe concrete arch rib (6) pass through arch
Foot external wrapping concrete (32) is consolidated with arch springing embedded section (31).
7. CFST Arch Bridge according to claim 1, it is characterised in that：The inside steel strand integral bundle, which squeezes, to be drawn
The top stretching end (22) that rope sunpender (19) and outside steel strand integral bundle squeeze drag-line sunpender (20) passes through Hanger Anchor head bore (21)
It is connect across steel pipe concrete arch rib (6) in, lower part fixed section (23) passes through boom end built-in fitting (24) and suspender crossbeam
(44) it connects.
8. CFST Arch Bridge according to claim 1, it is characterised in that：Across steel pipe concrete arch rib in described
(6) installation segment includes upstream arch rib and K shapes permanently middle wind brace (39), and front adds interim wind brace (40).
9. CFST Arch Bridge according to claim 1, it is characterised in that：Across steel pipe concrete arch rib in described
(6) and the holder of end bay cast-in-situ steel reinforced concrete arch rib (7) uses regularization strutting system (41).
10. a kind of construction method of CFST Arch Bridge as described in claim 1, it is characterised in that include the following steps：
1) preparation of construction：It organizes related personnel to carry out drawing joint examination, then confides a technological secret to critical process, to material equipment
It is verified, formulates test plan, establish Control Survey Triangulation Network for Construction, further appreciate that and implement site operation safety measure；
2) pile foundation and pier construction：Opposite side encircles and main arch basis is constructed, and pile foundation (1) and pier (2) is poured, then in main arch
Pier (2) at pour skewback (3), pour column (5) on the pier (2) of side arch, pour side arch stand above the column (5)
(4), when pouring cushion cap (2), skewback (3) of main pier, pre-buried arch rib arch springing steel pipe, arch springing partial pressing steel plate (33), outside arch springing
The built-in fittings such as packet concrete bar built-in fitting pour advance installation platform (2) upper bracket, installation when cushion cap (2), skewback (3) of main pier
Main arch arch springing sky steel pipe；
3) main arch rib is processed：In across the arch ring of steel pipe concrete arch rib (6) use concrete-filled steel tube with dumbbell sections, arch rib is in factory point
Section is prefabricated；
4) arch springing monoblock type fixing bracket is set up：Monoblock type fixing bracket (82), locating rack are connected by pre-embedded steel slab (33)
(85) setting sizing steel plate (84) and positioning bolt (86) are positioned and are welded to WELDING STUDS (34) welding position；
5) arch springing is constructed：Skewback (3) is located above the cushion cap (2) of main span, installation arch springing embedded section (31), binding arch springing, binder
Reinforcing bar, arch springing external wrapping concrete (32) construction are hinged open-close type punching block using the fixed regularization fast mounting-dismounting of external wrapping concrete attachment
Pouring technique pours arch springing external wrapping concrete (32) and carries out affixed, and vibration compacting, conserved；
6) arch rib holder is set up：Before setting up holder, the foundation stabilization stabilization processing of holder is carried out, phase is set around bracket basis
Answer pumping equipment, in across the rack construction of steel pipe concrete arch rib (6) and end bay cast-in-situ steel reinforced concrete arch rib (7) using shape
Change strutting system (41)；
7) the flexible support net of installation：By height adjustable arc lattice steel pallet (68) leveling, then flexibility support net (69) is put
It sets in height adjustable arc lattice steel pallet (68)；
8) holder loads precompressed：In across steel pipe concrete arch rib (6) and end bay cast-in-situ steel reinforced concrete arch rib (7) pre-pressing bracket
Prestressing technology is combined with pouch water filling ballast precompressed using the anchoring bottom girder counter-force precompressed of assembled step anchor cable sash；
9) deformation of timbering is monitored：The deformation of regularization strutting system (41) vertical elastic is measured, when arch rib formwork erection is included in because construction is faced
When rack sinking deformation camber；
10) arch rib holder unloads：After setting camber, regularization strutting system (41) is unloaded；
11) trigonum girder is set up：Trigonum girder is set up on regularization strutting system (41), and it is horizontal to pour the hollow intercostal of main arch
Beam (13)；
12) tie-rod installation system is set up：Flexible prestressing tie-rod (18) construction uses the lossless traction paying off system of tie-rod drag-line, volume
Finished tie bar cable disk (107) processed, sets up fixed plate rail (108), finished tie bar cable disk (107) be positioned over plate rail bottom plate (109) it
On, drag-line bracket (113) is set up, the installation band vertical guide groove of idler wheel (110) draws haulage cable (116), starts hoist engine
(111), distraction procedure speed remains a constant speed, and traction reserves enough active lengths afterwards in place, and adjustment wheel frame absolute altitude satisfaction is set
Meter installs tie-rod anchor head：Last prestressed tie-rod anchor end；
13) arch rib construction bracket system is set up：In across steel pipe concrete arch rib (6) and end bay cast-in-situ steel reinforced concrete arch rib (7)
Sizing hingedly reinforces steel plate using separate type and combines interim Strengthening Technology with regularization monoblock type arc reinforcement channel steel, and centering is across steel
Pipe concrete arch rib (6) carrying out shaping strutting system (41) is set up, on regularization strutting system (41) top by reinforcing steel
Pipe shelves steel pipe (87) and reinforces supporting steel plate (88) and fixes；
14) end bay structure is poured：It is horizontal that end bay arch rib template, end floor beam template, intercostal are installed on regularization strutting system (41)
Beam forms, and assembling reinforcement；Then the cast-in-place intercostal crossbeam (9) of end bay cast-in-situ steel reinforced concrete arch rib (7), end bay, cast-in-place is poured
Side arch rib binder (10) pours side arch rib concrete, pours end floor beam concrete, reaches 90% or more post-stretching end floor beam of design strength and answers in advance
Power steel beam pours cast-in-place edge column (11) on end bay cast-in-situ steel reinforced concrete arch rib (7)；
15) across main arch fin steel tube in installing：Segmental hoisting, empty steel pipe joint is intersegmental to be connected with bolt, and empty steel pipe closes up；Steel pipe
The hollow intercostal crossbeam (13) of wind brace, main arch and sunpender are avoided at segmentation；After adjusting arch, intersegmental seam is welded
It connects；Welding or bolt vault gas vent (29)；Wind brace (39), interim wind during truss-like permanently goes up wind brace (38), K shapes permanently are installed
It supports (40)；
16) across main arch rib pump-injecting concrete program in：Completion is once perfused in arch rib concrete, and three cavity independent perfusions of upper, middle and lower are perfused suitable
Sequence is lower boom, top boom, intermediate batten plate (26)；Simultaneously toward vault pump-injecting concrete from the arch springing of both sides；Both sides pump-injecting concrete is to vault
Shi Jixu pump notes, until being full of concrete in waiting steel pipe；Exhaust pipe (30) is removed when concrete strength reaches requirement, is used in combination same
Steel plate sealing of hole welds；
17) side arch closes up：Close up end bay cast-in-situ steel reinforced concrete arch rib (7), after side arch rib health 7-10 days, pours arch springing
Close up seam concrete；Symmetrically pour cast-in-place side arch rib binder (11)；
18) the hollow intercostal crossbeam (13) of main arch symmetrically is poured, pours the cast-in-place edge column (11) of side arch, main arch column is installed；It hangs
T shapes prestressed cross beams (12) are filled, the side arch abutment crossbeam (8) of lifting end bay side installs end bay section longeron；It is prefabricated that end bay section is installed
Floorings (17) pour the cast-in-place floorings of end bay section (17)；
19) hanger construction platform is set up：Operation platform includes operation platform bottom plate (128), is laid with sliding rail (127), is laid with bottom plate
Sliding-rail groove (129) carries out setting up for platform truss (131)；
20) tie member tensioning：Longitudinal flexible prestressed tie bar (18) drag-line is installed, end bay section prestressed tie bar supporting rack is installed
(36), tie-rod steel plate box (37), distinguish internal side-line bar and outboard tie-bar carries out tensioning, and tie member tensioning use is symmetrical, is classified, follows
Ring tensioning；
21) across main arch coil support in navigable is removed, the following portion support of main arch rib intercostal crossbeam is retained；
22) across sunpender in installing：In across steel pipe concrete arch rib (6) arch rib hanger construction using attachment arch rib fixed rack move
Dynamic formula operation platform, according in being symmetrically installed from span centre, arch springing to 1/4 direction of arch rib across prefabricated suspender crossbeam (44) in place, and
The side crossbeam (43) of main span side is installed；Precast hollow longeron (14) is installed；Tie-rod steel plate box (37) is installed；In across prefabricated sunpender
The installation of crossbeam (44) considers that camber back rest bottom installed height mark is constructed in across arch rib sunpender structural map；All pre-
After crossbeam installation processed is in place, compares above-mentioned beam bottom installed height mark and re-start whole sunpender ropes length or the adjustment of Suo Li；
23) suspender tension anchors：Stretch-draw anchor is carried out to inside sunpender and outside sunpender respectively；Inside steel strand integral bundle, which squeezes, to be drawn
The top stretching end (22) that rope sunpender (19) and outside steel strand integral bundle squeeze drag-line sunpender (20) passes through Hanger Anchor head bore (21)
It is connect across steel pipe concrete arch rib (6) in, lower part fixed section (23) passes through boom end built-in fitting (24) and suspender crossbeam
(44) it connects；
24) remaining all holders are removed, installation main span section prefabricated bridge (17) pours the cast-in-place floorings of main span section (16)；
25) deck paving and anticollision barrier (55) are poured across balanced, symmetrical by full-bridge three, expansion joint is installed；
26) after the completion of full-bridge, all inside steel strand integral bundle extruding drag-line sunpender (19), the extruding of outside steel strand integral bundle is carried out and is drawn
The Suo Li of rope sunpender (20) and flexible prestressing tie-rod (18) anchor cable is measured, and sunpender initial tensioning Suo Li combines construction middle cross beam design
The analysis result of absolute altitude control is suitably adjusted, and actual measurement Suo Li and the design Suo Li errors of tie member tensioning Suo Li are not more than 8%,
Otherwise corresponding tune rope is carried out.
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