CN208472543U - CFST Arch Bridge - Google Patents

Abstract

The utility model 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 stringer, flexible prestressing tie-rod, tie-rod steel plate box, truss-like permanently upper wind brace, K shape 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 utility model are: the utility model relates to the fixed bracket of steel tube arch rib, improve the stability in steel tube arch rib installation operation, merging precision be effectively ensured.

Description

CFST Arch Bridge

Technical field

The utility model relates to a kind of CFST Arch Bridges, belong to science of bridge building field, and it is mixed to be suitable for flying swallow steel pipe The construction of solidifying soil arch bridge.

Background technique

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, can be with for that can mitigate the self weight of bridge in arch bridge significantly Largely improve structural dynamic performance.The arch rib of CFST Arch Bridge is the component based on being pressurized, stability It is all 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 biggish displacement, the normal operation of bridge structure may be will affect, even result in the damage of structure, cause certain peace Full hidden danger.Although large-span concrete arch bridge can use hollow arch rib component, 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, many and diverse, 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 of 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.Reasonable structure type, generally end bay use biggish material (such as reinforcing bar of load intensity Concrete) and lesser 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 usually outstanding Hanging body system, this system flexibility is larger, will affect the comfort of garage.It can be by extending deck type bridge deck length, to mention 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 guaranteed by a certain number of stulls, Cable-carried arch bridge can be set into, 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 put into steel tube arch rib installation process it is larger, economy is poor and work progress in safety it is poor the problems such as. Construction requirement is not able to satisfy 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.

Utility model content

The purpose of the utility model is to overcome deficiencies in the prior art, provide a kind of CFST Arch Bridge.

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 stringer, 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 shape 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 is horizontal Beam connection；Permanently permanently middle wind brace, interim wind brace are located in two panels across between steel pipe concrete arch rib truss-like for upper wind brace, K shape.

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, is equipped with side 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 support.

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 consolidated across steel pipe concrete arch rib by arch springing external wrapping concrete and arch springing embedded section.

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, it is pre-buried that lower part fixed section passes through boom end Part is connect with suspender crossbeam.

As preferred: across steel pipe concrete arch rib installation segment includes upstream arch rib and K shape permanently middle wind brace in described, Its front adds interim wind brace.

As preferred: across the bracket 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 beneficial effects of the utility model are:

1, the utility model relates to the fixed bracket of steel tube arch rib, improve the stabilization in steel tube arch rib installation operation Property, merging precision is effectively ensured.

2, the utility model relates to assembled step anchor cable sash anchoring the precompressed of bottom beam counter-force and pouch fill the water ballast it is pre- Combined construction method is pressed, reduces unnecessary operational procedure together, has saved the duration, it can effective save the cost.

3, the utility model relates to the fixed hinged open-close type punching block of regularization Quick Release of attachment, improve the installation of arch springing template and apply Work speed, is effectively ensured structure size.

4, the hanger erection platform truss in the utility model uses regularization sliding rail movable construction platform, greatly improves Hanger construction efficiency, mechanization of building operation degree greatly improve.

5, the tie-rod installation in the utility model effectively prevents tie-rod by the lossless traction paying off system of tie-rod drag-line and exists Possible damage in installation process ensure that tie-rod construction integrality, effectively reduce frictional resistance.

Detailed description of the invention

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.

Description of symbols: 1- pile foundation, 2- cushion cap, 3- skewback, the side 4- arch stand, 5- column, in 6- across concrete filled steel tube Arch rib, 7- end bay cast-in-situ steel reinforced concrete arch rib, 8- are cast-in-place to encircle when arch abutment crossbeam, the cast-in-place intercostal crossbeam of 9- end bay, 10- are cast-in-place The cast-in-place edge column of rib binder, 11-, 12-T shape prestressed cross beams, the hollow intercostal crossbeam of 13- main arch, 14- precast hollow stringer, 15- Bracket, 16- prefabricated bridge, the cast-in-place floorings of 17-, 18- flexible prestressing tie-rod, the inside 19- steel strand integral bundle is shelved to squeeze Steel strand integral bundle extruding drag-line sunpender, 21- Hanger Anchor head bore, the top 22- stretching end, the lower part 23- are solid on the outside of drag-line sunpender, 20- Determine section, 24- boom end built-in fitting, 25- chord member steel pipe, the centre 26- batten plate, 27- self-compacting concrete, 28- feed opening, 29- Gas vent, 30- exhaust pipe, 31- arch springing embedded section, 32- arch springing external wrapping concrete, 33- arch springing partial pressing steel plate, 34- shearing Nail, the interchangeable locking-type tie-rod anchorage of 35-, 36- tie-bar support frame, 37- tie-rod steel plate box, 38- truss-like permanently go up wind brace, 39-K shape Wind brace in permanent, the interim wind brace of 40-, 41- regularization strutting system, 42- arch rib regularization reinforce U-steel frame, the side 43- crossbeam, The secondary inside arch rib of 44- suspender crossbeam, 45- outer side edges arch rib, 46- inner side edge arch rib, 47- column support, 48- or so shares lower part Prestressed tie bar, the side 51- beam support, the pavement 52-, 53- non-motor vehicle on the outside of the basic, inside 49- prestressed tie bar, 50- Road, 54- car lane, 55- anticollision barrier, main arch rib on the outside of 56-, main arch rib, 58- prefabricated board piecemeal, 59- ground on the inside of 57- Handle stake, 60- shallow-layer solidification soil cement plate, 61- assembled step anchor cable sash anchoring bottom beam, 62- anchor cable embedded section, 63- master Arch rib arch springing steel pipe, 64- reserve anchor hole, 65- frame grid type bracket bottom plate, 66- pier solid plate built-in fitting, the modular L shape steel of 67- Grillage, 68- height adjustable arc lattice steel pallet, 69- flexibility support net, 70- pouch, 71- side end panel, 72- easy-dismount point Cavity plate, 73- counter-force precompressed anchor cable, 74- pier pre-buried anchor cable counter-force end, 75- pressure-bearing steel mesh, 76- anti-shear steel plate, 77-L shape limit Position plate, 78, connection board with holes, 79, comb shape entirety fixing bolt, 80- anticracking steel mesh, 81- arc backplate, 82- monoblock type Fixed bracket, 83- pre-embedded steel slab, 84- sizing steel plate, 85- shearing nail welding locating rack, 86- positioning bolt, 87- reinforce steel pipe Shelve steel pipe, 88- reinforces supporting steel plate, chamber, 90- set girt(h), 91- jack, 92- ribs are shelved in the limit of 89- jack The fixed bracket of plate, 93- arch rib fixation steel plate, 94- steel tube arch rib, 95- fastening otic placode, 96- arc monoblock type channel steel, 97- are to drawing Adjustable long bolt, 98- arch rib are to drawing temporary connection plate, 98- steel tube arch rib seam, 99- continous way stress test meter, 100- steel pipe Arch rib, 101- otic placode fastening bolt, 102- is adjustable steel plate top plate, 103- adjustable bolt group, 104- is adjustable steel plate base, 105- can Adjust the fixed plate rail of stainless steel strut, 106- hinged shaft, 107- finished tie bar cable disk, 108-, 109- plate rail bottom plate, 110- band idler wheel vertical The symmetrical elevator of guide groove, 111-, 112- drag-line band buckle shoulder pole girder, 113- drag-line bracket, 114- tie-rod drag-line, 115- band transition arcs Hold in the palm tie-rod point to device, 116- haulage cable, 117- anchor plate fixing muscle, 118- sealing device, 119- erect fixation steel plate, 120- foundation bolt, 121- compression set, 122- protective cover, 123- support tube, 124- fill mortar, 125- built-in pipe, 126- Damping device, 127- sliding rail, 128- operation platform bottom plate, 129- floor slideway slot, 130- are chimeric to drawing brake, 131- platform Truss.

Specific embodiment

The utility model is described further below with reference to embodiment.The explanation of following embodiments is only intended to help to manage Solve the utility model.It should be pointed out that for those skilled in the art, not departing from the utility model principle Under the premise of, several improvements and modifications can be made to this utility model, these improvement and modification also fall into the utility model In scope of protection of the claims.

As shown in Fig. 1 to Figure 15, the CFST Arch Bridge, comprising: 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 stringer 14, flexible pre- Permanently permanently middle wind brace 39, interim wind brace 40, arch springing are pre- for upper wind brace 38, K shape 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 T shape prestressed cross beams 12 are used to support above arch rib 7 and skewback 3；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 13 of main arch 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 shape Across 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 Cushion cap 2 above be equipped with column 5, side arch stand 4 is equipped with above column 5.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 across steel pipe concrete arch rib 6 by arch springing external wrapping concrete 32 and arch springing it is pre-buried 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 shape 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 bracket of arch rib 7 uses regularization strutting system 41.

The construction method of the CFST Arch Bridge, comprising the following steps:

1) preparation of construction: tissue related personnel carries 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 arch and main arch basis are constructed, and pile foundation 1 and pier 2 are 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 preparatory 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 process: in the arch ring across steel pipe concrete arch rib 6 use concrete-filled steel tube with dumbbell sections, arch rib is in factory It is segmented prefabricated；

4) it sets up the fixed bracket of arch springing monoblock type: the fixed bracket 82 of monoblock type, locating rack 85 is 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, installs arch springing embedded section 31, binds arch springing, binder steel Muscle, the construction of arch springing external wrapping concrete 32 are adhered to the fixed hinged open-close type punching block of regularization fast mounting-dismounting using external wrapping concrete and are poured Technology pours arch springing external wrapping concrete 32 and carries out affixed, and vibration compacting, conserved in time；

6) set up arch rib bracket: before setting up bracket, processing is stablized in the foundation stabilization for carrying out bracket, 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 be formed Change strutting system 41；

7) the flexible support net of installation: height adjustable arc lattice steel pallet 68 is leveled, and then puts flexibility support net 69 It sets in height adjustable arc lattice steel pallet 68；

8) bracket load precompressed: in the pre-pressing bracket across steel pipe concrete arch rib 6 and end bay cast-in-situ steel reinforced concrete arch rib 7 Prestressing technology is combined with pouch water filling ballast precompressed using the anchoring bottom beam counter-force precompressed of assembled step anchor cable sash；

9) it monitors deformation of timbering: measuring the deformation of 41 vertical elastic of regularization strutting system, when arch rib formwork erection is considered as and counts Enter the camber because of construction falsework sinking deformation；

10) arch rib bracket unloads: after setting camber, unloading to regularization strutting system 41；

11) it sets up trigonum girder: setting up trigonum girder on regularization strutting system 41, pour 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 placed 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) it pours end bay structure: end bay arch rib template, end floor beam template, intercostal is installed on regularization strutting system 41 Beam template, and assembling reinforcement (paying attention to the setting of 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 installation: segmental hoisting is connected with bolt between empty steel pipe segment, 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；Truss-like is installed and permanently goes up wind brace 38, K shape permanently middle wind brace 39, interim wind brace 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 fill Note sequence is lower boom, top boom, intermediate batten plate 26；Simultaneously toward vault pump-injecting concrete from the arch springing of two sides；Two 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, is reached to concrete strength It is required that when remove exhaust pipe 30, and with same steel plate sealing of hole welding；

17) side arch closes up: closing 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 shape prestressed cross beams 12 are filled, the side arch abutment crossbeam 8 of end bay side is lifted, end bay section stringer is installed；The prefabricated bridge floor of end bay section is installed Plate 17 pours the cast-in-place floorings 17 of end bay section；

19) set up hanger construction platform: 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: installation 18 drag-line of longitudinal flexible prestressed tie bar installs end bay section prestressed tie bar support frame 36, tie-rod steel plate box 37, internal side-line bar and outboard tie-bar carry out tensioning respectively, and tie member tensioning is using symmetrical, classification, circulation 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 installation: in arch rib hanger construction across steel pipe concrete arch rib 6 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 stringer 14 is installed；Tie-rod steel plate box 37 is installed；In across prefabricated suspender crossbeam 44 Installation in across arch rib sunpender structural map consider camber back rest bottom installed height mark construct；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: carrying out stretch-draw anchor to inside sunpender and outside sunpender respectively；Inside steel strand integral bundle squeezes The top stretching end 22 for pressing drag-line sunpender 19 and outside steel strand integral bundle to squeeze drag-line sunpender 20 passes through 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 brackets are removed, main span section prefabricated bridge 17 is installed, the cast-in-place floorings 16 of main span section are poured；

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 high control carries out appropriate adjustment, and the actual measurement Suo Li and design Suo Li error of tie member tensioning Suo Li is no no more than 8% Then carry out corresponding tune rope.

Claims (9)

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 Stringer (14), flexible prestressing tie-rod (18), tie-rod steel plate box (37), truss-like permanently go up wind brace (38), K shape permanently middle wind brace (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 T shape prestressed cross beams (12) are used to support above end bay cast-in-situ steel reinforced concrete arch rib (7) and skewback (3)；Arch springing embedded section (31) it is connect by arch springing external wrapping concrete (32) with skewback (3), skewback (3) is located above the cushion cap (2) of main span；Main arch is hollow Intercostal crossbeam (13) is located in two panels across between steel pipe concrete arch rib (6)；Inside steel strand integral bundle squeezes drag-line sunpender (19) It squeezes drag-line sunpender (20) top with outside steel strand integral bundle to connect in across steel pipe concrete arch rib (6), 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 shape 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 on pile foundation (1) Cushion cap (2) top of side, end bay is equipped with column (5), is equipped with side arch stand (4) 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 and end bay is existing 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) and arch springing embedded section (31) consolidate.

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 in across steel pipe concrete arch rib (6), 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 shape 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 bracket of end bay cast-in-situ steel reinforced concrete arch rib (7) uses regularization strutting system (41).