CN106120568A - Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure and construction method - Google Patents
Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure and construction method Download PDFInfo
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- CN106120568A CN106120568A CN201610688768.1A CN201610688768A CN106120568A CN 106120568 A CN106120568 A CN 106120568A CN 201610688768 A CN201610688768 A CN 201610688768A CN 106120568 A CN106120568 A CN 106120568A
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- 238000010276 construction Methods 0.000 title claims abstract description 55
- 238000007596 consolidation process Methods 0.000 title claims abstract description 34
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 269
- 239000010959 steel Substances 0.000 claims abstract description 269
- 238000011065 in-situ storage Methods 0.000 claims abstract description 23
- 238000004873 anchoring Methods 0.000 claims abstract description 19
- 238000013461 design Methods 0.000 claims description 39
- 230000003014 reinforcing effect Effects 0.000 claims description 33
- 238000009826 distribution Methods 0.000 claims description 12
- 238000009434 installation Methods 0.000 claims description 12
- 238000005266 casting Methods 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 9
- 210000003205 muscle Anatomy 0.000 claims description 8
- 238000012423 maintenance Methods 0.000 claims description 7
- 230000002787 reinforcement Effects 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 210000002435 tendon Anatomy 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 238000009415 formwork Methods 0.000 claims description 4
- 238000000465 moulding Methods 0.000 claims description 4
- 238000005192 partition Methods 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 3
- 210000001015 abdomen Anatomy 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 235000015170 shellfish Nutrition 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Classifications
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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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Abstract
The present invention relates to cross a river Main Bridge bridge pier secondary locking temporary consolidation structure, mainly include that steel pipe column, steel pipe column connect end, anchor cable, screw-thread steel, bracket, temporary support and adjustable form support system, steel pipe column is arranged on cushion cap, and end anchoring it is connected with the steel pipe column being embedded in cushion cap, anchor cable and screw-thread steel it is provided with in steel pipe column, anchor cable and screw-thread steel anchoring lower ends connection end plate within steel pipe column connects end, upper end is anchored in cast-in-situ box girder base plate；Pier top installs temporary support, is provided with pre-buried screw-thread steel in temporary support；Arranging bracket on steel pipe column bracket, bracket arranges support seat, support seat end face installs bed die, and monoblock type flank template adjusts setting angle by adjustable strut, and is connected fixing with bed die；Core is supported by adjustable cross internal stay.The present invention uses secondary anchoring system, successfully solves 0#Discontinuity problem during block construction.Present invention also offers the construction method of above-mentioned cross a river Main Bridge bridge pier secondary locking temporary consolidation structure.
Description
Technical field
The present invention relates to a kind of cross a river Main Bridge bridge pier secondary locking temporary consolidation structure and construction method.Belong to bridge work
Journey field, it is adaptable to Main Bridge bridge pier 0#The temporary consolidation construction of block, is particularly well-suited to the main pier 0 under pier beam oblique operating mode#Block
Construction.
Background technology
Along with the development of society, continuous bridge increasing across footpath, that hangs that blue construction method uses is more and more, but adopts
The problem that there is system transform with the continuous bridge hanging blue construction method foundation, No. zero block existed by temporary consolidation in the construction stage
Becoming into the system transform of bridge seat, No. zero block internal force is had opposite impacts on by different anchor types, therefore in the design should
Take into full account the anchor type of No. zero block.
When No. zero block anchoring temporarily design of continuous bridge, tradition anchoring temporarily form is directly arranged on main pier temporarily
Bearing, by fining twisted steel by No. zero block and main pier temporary consolidation, or sets up interim bracket, to No. zero block on main pier
Carrying out temporary consolidation, the construction of this type of temporary consolidation method is simple, but is difficult to ensure that the stress of No. zero block under pier beam oblique operating mode
Equilibrium, for the situation of pier beam oblique, the most existing follow-on temporary consolidation form, such as temporary support is set in pier top
All utilize cast-in-place concrete that prestressing tendon is set in temporary rest pier, temporary support and temporary rest pier are set on main cushion cap simultaneously,
Consolidated at the bottom of the beam of cushion cap, buttress and No. zero block by prestressing tendon, but this kind of temporary consolidation method construction be complex,
Particularly pouring of temporary rest pier inner concrete and burying underground of prestressing tendon, further relates to temporary rest pier stability problem, exists relatively
Big optimization space.
In consideration of it, need that a kind of constructing operation of invention is simple at present badly, under pier beam oblique operating mode 0#Block stress equalization, economic skill
No. zero block temporary consolidation structure that art benefit is prominent and construction method.The present invention uses secondary anchoring system, in pier top both sides system
Make temporary support, and at the pre-buried fining twisted steel in every side, stretch into 0 by temporary support#In block, form the 1st Dun Liang locking, with
Time in supporting steel tubing string, bury screw-thread steel and anchor cable underground, be anchored on cast-in-situ box girder base plate, form cushion cap, the 2nd time of beam locking,
Thus it is effectively ensured 0#Block uniform force, wherein steel pipe column is anchored with the built-in fitting in cushion cap by bolt, and in the middle part of steel pipe
Buckle-type fixation steel plate is set all steel pipe columns are connected into entirety, the stability of steel pipe support, and difficulty of construction are greatly improved
Little, there is preferable economic technology benefit.
Summary of the invention
It is an object of the invention to provide a kind of safety of structure high, under pier beam oblique operating mode 0#Block stress equalization, and warp
Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure that Ji technical benefits is prominent and construction method.
For realizing above-mentioned technical purpose, present invention employs techniques below scheme:
A kind of cross a river Main Bridge bridge pier secondary locking temporary consolidation structure, it is characterised in that mainly include that steel pipe column, steel pipe column are even
Connecing end, anchor cable, screw-thread steel, bracket, temporary support and adjustable form support system, steel pipe column is arranged on cushion cap, and with in advance
The steel pipe column being embedded in cushion cap connects end anchoring, is provided with anchor cable and screw-thread steel, anchor cable and screw-thread steel anchoring lower ends in steel pipe column
Connection end plate within steel pipe column connects end, upper end is anchored in cast-in-situ box girder base plate；Pier top installs temporary support, in temporary support
It is provided with pre-buried screw-thread steel；Being provided with bracket on steel pipe column bracket, bracket arranges support seat, support seat end face installs bed die, overall
Formula flank template adjusts setting angle by adjustable strut, and is connected fixing with bed die；Core is by adjustable cross
Support supports.
Further, it is cylindrical structure that steel pipe column connects end main body, and in the middle of barrel, weldering sets connection end plate, connects on end plate pre-
Staying anchor cable hole and screw-thread steel hole, the reserved horizontal main muscle hole of cushion cap bottom barrel, it is disc structure that steel pipe column connects end top, disk
Steel pipe column link bolt hole is uniformly reserved on surface, and disk absolute altitude is consistent with cushion cap end face absolute altitude.
Being provided with annular bottom plate bottom described steel pipe column, annular bottom plate uniformly reserves steel pipe column link bolt hole, aperture, hole
Away from consistent with on the disk at steel pipe column connection end top, it be provided with two-layer annular wing plate in the middle of steel pipe column, set between annular wing plate
Putting buckle-type fixation steel plate, steel pipe column top is provided with bracket.
Described buckle-type fixation steel plate is rectangular ring-type, four blocks of L-shaped steel plates anchor mutually and form, L-shaped steel plate two ends
Being equipped with end plate, end plate is provided with bolt hole.
It is provided with anchored end bottom the described anchor cable in steel pipe column, from bottom to top connects the connection end in end through steel pipe column
Plate is anchored on cast-in-situ box girder base plate, and cast-in-situ box girder base plate interior presets pvc pipe as anchor cable passage.
It is provided with anchored end bottom the described screw-thread steel in steel pipe column, from bottom to top connects the connection in end through steel pipe column
End plate is anchored on cast-in-situ box girder base plate, and cast-in-situ box girder base plate interior presets pvc pipe as screw-thread steel passage.
Described bracket is mainly assembled by beret truss, is arranged in the shaped steel distribution beam of steel pipe column bracket, and and pier
Built-in connection anchoring on wall.
Described temporary support is arranged on pier top permanent bearing both sides, and temporary support both sides are provided with regulatable supporter screw rod,
Screw-thread steel pre-buried in the fully wrapped around pier stud of temporary support concrete, and screw-thread steel upper end stretches in cast-in-situ box girder.
Described monoblock type flank template uses Bailey beam to support, and monoblock type flank die head is provided with drawing steel to twist
Line.
Described core is upper and lower separate type structure, uses adjustable cross internal stay and jury strut to fix.
Present invention also offers the construction method of described cross a river Main Bridge bridge pier secondary locking temporary consolidation structure, it is main
Construction procedure is as follows:
(1) suspended deck structure pouring construction: according to design drawing colligation cushion cap reinforcing bar after the Stake head handling in pile foundation, in design position
Put pre-buried steel tubing string and connect end, and horizontal for part cushion cap main muscle is connected through steel pipe column the preformed hole of end, and be welded and fixed, steel
Anchor one section of screw-thread steel and anchor cable in advance on the connection end plate of tubing string connection end, then install cushion cap template casting concrete, and
Steel pipe column pours expansive concrete in connecting end；
(2) pier shaft pouring construction: after bearing platform construction completes, colligation pier stud reinforcing bar, and according to the pre-buried cradle coupler of design drawing,
Pre-buried screw-thread steel is set in pier top relevant position simultaneously, installs pier body formwork casting concrete subsequently；
(3) temporary support and permanent bearing are installed: after pier shaft concrete curing completes, install in pier top permanent according to design drawing
Bearing and temporary support, wherein temporary support uses C50 concrete cast-in-situ, is arranged in permanent bearing both sides, around temporary support
Regulatable supporter screw rod is installed；
(4) screw-thread steel, anchor cable installation Tong Bu with steel pipe column: after screw-thread steel and anchor cable penetrate steel pipe column, use the lifting of 25t loop wheel machine,
Before steel pipe column is in place, use the screw-thread steel that is connected in end with steel pipe column by the screw-thread steel in steel pipe column of adapter and anchor cable with anchor cable
Connect one to one, then by steel pipe column dropping place and be connected with steel pipe column end anchoring, between steel pipe column annular wing plate install buckle-type
Fixation steel plate and laying bridging；
(5) bracket system is assembled: bracket first uses beret truss assembly to form Bailey beam structure, in advance at steel pipe column bracket during installation
On shaped steel distribution beam is set, ceiling mount bracket system after shaped steel distribution beam is fixing, and by pre-with pier stud for the part beret truss in bracket
Embedded part connects fixing；
(6) bed die is installed: use the mode manually coordinated for main mechanical to carry out bed die laying, lay on bracket in advance before laying
Support seat, pier stud reserved steel bar is preset by bed die and steel pipe column female thread steel, the duct of anchor cable, and the closure carrying out gap, duct is arranged
Execute；
(7) monoblock type flank template is installed: monoblock type flank template uses crane to install, according to construction drawing existing before installing
Use beret truss to set up flank falsework on the basis of bracket, after having set up by the adjustable strut in Bailey beam support and
Adjustable diagonal brace regulation flank template angle, position also reinforce；
(8) colligation base plate, web, partition wall reinforcing bar and prestressed pore passage: according to design requirement, first regular reinforcement is made plane
Or three-dimensional framework, welding, integral hoisting after colligation molding, lay；Wherein baseplate reinforcing bar is just gone up at steel pipe column according to design drawing
Pre-buried pvc pipe is put in orientation, and is fixed with baseplate reinforcing bar by the anchor cable in steel pipe column temporarily, prevents landing from entering in steel pipe；At web
And after diaphragm reinforcing bar binding completes, require to carry out the installation of corrugated tube and anchor plate according to design；
(9) core is installed: core is fabricated to upper and lower block in advance, by the lifting of whole section of autocrane, then the section of carrying out and section on beam
Between assembled connection, and equidistantly use adjustable cross internal stay as main support, conventional steel pipe support is as auxiliary
Strut is fixed, and under core, half block relevant position arranges anchor plate, by the screw-thread steel in steel pipe column and anchorage cable anchoring；
(10) 0# block beam body concrete is poured: concrete is conveyed into mould by concrete mixer, elder generation's base plate, trailing web during cast,
Place is carried out from low to high, and ensures that symmetry pours, and utilizes the reserved steel bar in pier stud to form the 1st Dun Liang locking；
(11) top board, the reinforcing bar of flange plate part, concrete construction: base plate, web concrete casting complete can push up after 3 days
Plate, the reinforcing bar of flange plate and concrete construction, the same base plate of its construction method, web are essentially identical, wherein both sides flange plate top
Steel strand is set；
(12) maintenance, dismounting core: using watering maintenance, keep the surface wettability of box beam concrete, box beam concrete intensity reaches
To design strength 50% time, remove core, and the anchor cable in steel pipe column is carried out stretch-draw formed cushion cap, lock completely for the 2nd time of beam
Fixed；
(13) prestressed stretch-draw: beam body concrete strength reaches design and allows stretch-draw intensity and the age of concrete to meet design requirement
After, carry out prestressed stretch-draw；
(14) slip casting sealing off and covering anchorage: after tension of prestressed tendon, uses vacuum aid grouting method to carry out hole path pressure grouting construction；
(15) form removal, falsework is removed: after sealing off and covering anchorage, carry out the Demolition Construction of falsework on request.
The present invention has following feature and a beneficial effect:
(1) present invention uses secondary anchoring system, makes temporary support in pier top both sides, and at the pre-buried fining twisted steel in every side,
0 is stretched into by temporary support#In block, form the 1st Dun Liang locking；In supporting steel tubing string, bury screw-thread steel and anchor cable underground simultaneously,
It is anchored on cast-in-situ box girder base plate, forms the 2nd locking of cushion cap, beam, thus be effectively ensured 0#Block uniform force.
(2) steel pipe support is applied by the present invention with bracket combination, is effectively improved efficiency of construction, and wherein steel pipe column passes through bolt
Anchor with the built-in fitting in cushion cap, and buckle-type fixation steel plate is set in the middle part of steel pipe all steel pipe columns is connected into entirety, greatly
Width improves the stability of steel pipe support.
(3) present invention uses monoblock type flank template, and can be adjusted by the adjustable strut in Bailey beam support and diagonal brace
Joint setting angle and position, core uses adjustable cross internal stay as main support simultaneously, and conventional steel pipe support is as auxiliary
Help support fixing, installation accuracy and the speed of cast-in-situ box girder template are greatly improved, the construction quality of cast-in-situ box girder is effectively ensured.
Accompanying drawing explanation
Fig. 1 is cross a river Main Bridge bridge pier secondary locking temporary consolidation structure elevation；
Fig. 2 is cross a river Main Bridge bridge pier secondary locking temporary consolidation structure side view；
Fig. 3 is that Fig. 2 is along A-A profile.
In figure: 1-pile foundation；The horizontal main muscle of 2-cushion cap；The vertical main muscle of 3-cushion cap；4-cushion cap；5-connects end plate；6-steel pipe
Post connects end；7-end plate nut；8-steel pipe column connecting bolt；9-screw-thread steel；10-steel pipe column；11-pier stud；12-anchor cable；13-ring
Shape wing plate；14-buckle-type fixation steel plate；15-bracket；16-yoke crosstie；17-cradle coupler；18-pallet stringer；On 19-
Portion's shaped steel distribution beam；20-supports seat；The permanent bearing of 21-；22-bed die；23-flank falsework；24-PVC manages；25-anchor plate；
The adjustable strut of 26-；The adjustable diagonal brace of 27-；28-adjusting means；29-monoblock type flank template；30-core；31-adjustable ten
Font internal stay；32-jury strut；33-steel strand；34-cast-in-situ box girder；35-steel strand anchoring end；36-bridging；37-
Bottom shaped steel distribution beam；38-temporary support；The pre-buried screw-thread steel of 39-；40-regulatable supporter screw rod；41-cavity；42-L shape steel plate
End plate；43-L shape steel plate connects screw rod；44-L shape steel plate coupling nut.
Detailed description of the invention
Reinforcing bar binding construction technical requirement in present embodiment, the construction process requirement of concreting, reinforcement welding work
Skill requirement etc. repeats no more, and emphasis illustrates the reality of the cross a river Main Bridge bridge pier secondary locking temporary consolidation structure related to of the present invention
Execute mode.
Fig. 1 is cross a river Main Bridge bridge pier secondary locking temporary consolidation structure elevation, and Fig. 2 is cross a river Main Bridge bridge pier secondary
Locking temporary consolidation structure side view, Fig. 3 is that Fig. 2 is along A-A profile.The most shown cross a river Main Bridge bridge pier secondary lock
Determine temporary consolidation structure, mainly by steel pipe column 10, steel pipe column connect end 6, anchor cable 12, screw-thread steel 9, bracket, temporary support 38, can
Mode form bracing systems etc. form.
Steel pipe column 10 is arranged on cushion cap 4, and is connected end 6 with the steel pipe column being embedded in cushion cap and anchors, in steel pipe column 10
It is provided with anchor cable 12 and screw-thread steel 9, anchor cable 12 and the screw-thread steel 9 anchoring lower ends connection end plate 5 within steel pipe column connects end 6, on
End is anchored in cast-in-situ box girder 34 base plate；Temporary support 38 is installed at pier stud 11 top, is provided with pre-buried screw-thread steel in temporary support 38
39；Arranging bracket on steel pipe column bracket 15, bracket arranges support seat 20, support seat 20 end face installs bed die 22, monoblock type flank mould
Plate 29 adjusts setting angle by adjustable strut 26, and is connected fixing with bed die 22；Core 30 is by adjustable cross
Support 31 support.
During construction, pile crown cut complete pile measurement qualified after according to design drawing colligation cushion cap reinforcing bar, cushion cap reinforcing bar is adopted
Using HRB335 level, cushion cap specification is 15300mm × 10800mm × 2500mm, connects end 6 at pre-buried 8 steel pipe columns of design attitude,
Wherein steel pipe column connects end 6 external diameter 800mm, wall thickness 10mm, and top connects end plate 5 external diameter 1400mm, connects end plate 5 and reserves 6
The bolt hole of diameter 16mm, passes the preformed hole of fastener for connection end by horizontal for part cushion cap main muscle 2 time pre-buried, aperture is 15mm,
And be welded and fixed, and anchor one section of screw-thread steel 9 and anchor cable in advance on the connection end plate 5 within each pre-buried steel tubing string connects end 6
12, screw-thread steel 9 uses JL32 finish rolling screw thread bar reinforcement, and quantity is 2, a diameter of 21.6mm of anchor cable 12, and quantity is 1, then props up
If cushion cap template pours C35 concrete, cushion cap template is made up of standard 900 × 1500 standard steel mould, mutually splices shaping, subsequently
Within pre-buried steel tubing string connects end, pour expansive concrete connect end plate absolute altitude to top.
After cushion cap 4 has been constructed, colligation pier stud reinforcing bar, same employing HRB335 level reinforcing bar, pier stud height is 10850mm,
And according to the pre-buried cradle coupler of design drawing 17, pre-buried screw-thread steel 39, pre-buried screw-thread steel are set in pier top relevant position simultaneously
39 anchoring lower ends 1500mm in pier shaft, anchors 1100mm in box beam base plate through temporary consolidation, installs pier body formwork subsequently
Pour C35 concrete, wherein pinner a size of 240mm × 120mm × 60mm.After pier shaft concrete curing completes, according to setting
Meter drawing installs permanent bearing 21 and temporary support 38 in pier top, and wherein temporary support 38 uses C50 concrete cast-in-situ, is arranged in
Permanent bearing 21 both sides, temporary support 38 surrounding installs regulatable supporter screw rod 40.
After bearing installation, screw-thread steel 9 and anchor cable 12 are penetrated steel pipe column 10, use 25t loop wheel machine to lift, each No. zero
Block designs φ 800 × 10mm steel pipe column 8 altogether, before steel pipe column 10 is in place, uses adapter by the screw-thread steel 9 in steel pipe column and anchor
The screw-thread steel 9 that rope 12 is connected in end 6 with steel pipe column connects one to one with anchor cable 12, then by steel pipe column 10 dropping place and steel pipe column
Connect end 6 to anchor, buckle-type fixation steel plate 14 is finally installed between steel pipe column annular wing plate 13 and lays bridging 36, wherein
Steel that buckle-type fixation steel plate 14 uses strength grade to be Q335 are prefabricated to be formed.As it can be seen, buckle-type fixation steel plate 14 in
Rectangular ring, is anchored mutually by four blocks of L-shaped steel plates and forms, and L-shaped steel plate two ends are equipped with end plate 42, and end plate 42 is provided with bolt
Hole.
After steel pipe column 10 rigging out, the interim colligation of anchor cable 12 at top being fixed, be subsequently mounted bracket, bracket first uses
Beret truss assembly forms Bailey beam structure, arranges I45 shaped steel distribution beam during installation in advance on steel pipe column bracket 15, and shaped steel distributes
Lifting 4 groups of Bailey beam crossbeams after beam is fixing, Bailey beam top arranges I28 shaped steel distribution beam, and top arranges 450mm × 450mm step pitch
Bowl button support and support seat, and the part beret truss in Bailey beam is connected fixing with pier stud built-in fitting, side form support uses 2 groups of shellfishes
Lei Liang.
After pallet body has lifted, installing bed die 22 and monoblock type flank template 29, foot, circular arc portion use customization steel
Template, template all uses crane lifting human assistance to install, and wherein monoblock type flank template 29 is by adjustable diagonal brace 27 and can
The adjusting means 28 of mode strut 26 regulates angle, position and reinforces.According to design requirement after model sheetinstallat, first by regular reinforcement
Make plane or three-dimensional framework, integral hoisting after welding, colligation molding, lay；Wherein baseplate reinforcing bar according to design drawing at steel
The pvc pipe 24 of tubing string 10 position directly above pre-buried diameter 600mm, and the anchor cable 12 in steel pipe column 10 is temporarily solid with baseplate reinforcing bar
Fixed, prevent landing from entering in steel pipe；After web and diaphragm reinforcing bar binding complete, carry out prestress pipe peace according to design requirement
Set position, string bundle.
After the most qualified, a vertical core 30, colligation roof steel bar.Core 30 is fabricated to upper and lower block in advance, by automobile
The lifting of whole section of heavy-duty machine, then assembled between the section of carrying out with section is connected on beam, and equidistantly employing adjustable cross internal stay 31
As main support, conventional steel pipe support is fixed as jury strut 32, and under core, half block relevant position arranges anchor plate 25, will
Screw-thread steel 9 and anchor cable 12 in steel pipe column anchor.
Box beam uses C50 concreting, and concrete is conveyed into mould by concrete mixer, elder generation's base plate, rear abdomen during cast
Plate, place is carried out from low to high, and ensures that symmetry pours, and utilizes the reserved steel bar in pier stud to form the 1st Dun Liang locking.Base plate,
Web concrete casting complete can carry out top board, the reinforcing bar of flange plate and concrete construction after 3 days, its construction method and base plate,
Web is essentially identical, and wherein flange plate top in both sides arranges the steel strand 33 of diameter 12mm.
Box beam concrete uses watering maintenance, keeps surface wettability, and box beam concrete intensity reaches the 50% of design strength
Time, remove core 30, and the anchor cable 12 in steel pipe column is carried out stretch-draw formed cushion cap, the 2nd time of beam fully locked.Treat internal pre-
After stress rib stretch-draw, using vacuum aid grouting method to carry out hole path pressure grouting construction, press mortar is that neat slurry is mixed and stirred at scene, adopts
With P.O 42.5 Portland cement, the water of qualified water.
After above-mentioned construction completes, cut interim making, and progressively removal bracket and steel pipe column, complete construction.
The construction key step of cross a river Main Bridge bridge pier secondary locking temporary consolidation structure is as follows:
(1) suspended deck structure pouring construction: according to design drawing colligation cushion cap reinforcing bar after the Stake head handling in pile foundation 1, in design
Position pre-buried steel tubing string connection end 6, and horizontal for part cushion cap main muscle 2 is connected through steel pipe column the preformed hole of end 6, and welding is solid
Fixed, steel pipe column connects and anchors one section of screw-thread steel 9 and anchor cable 12 on the connection end plate 5 of end 6 in advance, then installs cushion cap template and pour mixed
Solidifying soil, and pour expansive concrete within steel pipe column connects end 6.
(2) pier shaft pouring construction: after cushion cap 4 has been constructed, colligation pier stud 11 reinforcing bar, and according to the pre-buried bracket of design drawing
Connector 17, arranges pre-buried screw-thread steel 39 in pier top relevant position simultaneously, installs pier body formwork casting concrete subsequently.
(3) temporary support and permanent bearing are installed: after pier shaft concrete curing completes, install in pier top according to design drawing
Permanent bearing 21 and temporary support 38, wherein temporary support 38 uses C50 concrete cast-in-situ, is arranged in permanent bearing 21 both sides,
Temporary support 38 surrounding installs regulatable supporter screw rod 40.
(4) screw-thread steel, anchor cable installation Tong Bu with steel pipe column: after screw-thread steel 9 and anchor cable 12 penetrate steel pipe column 10, use 25t
Loop wheel machine lifts, and before steel pipe column 10 is in place, uses adapter that the screw-thread steel 9 in steel pipe column and anchor cable 12 are connected end 6 with steel pipe column
In screw-thread steel connect one to one with anchor cable, then by steel pipe column dropping place and be connected with steel pipe column end anchor, finally at steel pipe column
Buckle-type fixation steel plate 14 is installed between annular wing plate 12 and lays bridging 36.
(5) bracket system is assembled: bracket first uses beret truss assembly to form Bailey beam structure, in advance at steel pipe column during installation
Shaped steel distribution beam is set on bracket 15, ceiling mount bracket system after shaped steel distribution beam is fixing, and by the part beret truss in bracket with
Pier stud built-in fitting connects fixing.
(6) bed die is installed: use the mode manually coordinated for main mechanical to carry out bed die 22 and lay, in advance at bracket before laying
Upper laying supports seat 20, bed die is preset pier stud reserved steel bar and steel pipe column female thread steel, the duct of anchor cable, and carries out gap, duct
Close measure.
(7) monoblock type flank template is installed: monoblock type flank template 29 uses crane to install, according to construction drawing before installing
Beret truss is used to set up flank falsework 23 on the basis of existing bracket, adjustable by Bailey beam support after having set up
Formula strut and adjustable diagonal brace regulate flank template angle, position and reinforce.
(8) colligation base plate, web, partition wall reinforcing bar and prestressed pore passage: according to design requirement, first regular reinforcement is made
Plane or three-dimensional framework, welding, integral hoisting after colligation molding, lay；Wherein baseplate reinforcing bar according to design drawing at steel pipe column
The pre-buried pvc pipe of position directly above 24, and the anchor cable 12 in steel pipe column is fixed with baseplate reinforcing bar temporarily, prevent landing from entering steel pipe
In；After web and diaphragm reinforcing bar binding complete, require to carry out corrugated tube and the installation of anchor plate 25 according to design.
(9) core 30 is installed: core 30 is fabricated to upper and lower block in advance, by the lifting of whole section of autocrane more enterprising at beam
Assembly between row section and section is connected, and equidistantly uses adjustable cross internal stay 31 as main support, and conventional steel pipe props up
Supportting and fix as jury strut 32, under core, half block relevant position arranges anchor plate 25, by the screw-thread steel 9 in steel pipe column and anchor cable
12 anchorings.
(10) 0# block beam body concrete is poured: concrete is conveyed into mould by concrete mixer, elder generation's base plate, rear abdomen during cast
Plate, place is carried out from low to high, and ensures that symmetry pours, and utilizes the reserved steel bar in pier stud to form the 1st Dun Liang locking.
(11) top board, the reinforcing bar of flange plate part, concrete construction: base plate, web concrete casting complete can enter after 3 days
Row top board, the reinforcing bar of flange plate and concrete construction, the same base plate of its construction method, web are essentially identical, wherein both sides flange plate
Top arranges steel strand 33.
(12) maintenance, dismounting core: using watering maintenance, keep the surface wettability of box beam concrete, box beam concrete is strong
When degree reaches the 50% of design strength, remove core, and the anchor cable in steel pipe column is carried out stretch-draw formed cushion cap, the 2nd time of beam complete
Full locking.
(13) prestressed stretch-draw: beam body concrete strength reaches design and allows stretch-draw intensity and the age of concrete to meet design
After requirement, carry out prestressed stretch-draw.
(14) slip casting sealing off and covering anchorage: after tension of prestressed tendon, uses vacuum aid grouting method to carry out hole path pressure grouting construction.
(15) form removal, falsework is removed: after sealing off and covering anchorage, carry out the Demolition Construction of falsework on request.
Claims (10)
1. a cross a river Main Bridge bridge pier secondary locking temporary consolidation structure, it is characterised in that mainly include steel pipe column, steel pipe column
Connecting end, anchor cable, screw-thread steel, bracket, temporary support and adjustable form support system, steel pipe column is arranged on cushion cap, and with
The steel pipe column being embedded in cushion cap connects end anchoring, is provided with anchor cable and screw-thread steel, anchor cable and screw-thread steel lower end anchor in steel pipe column
Being fixed in steel pipe column and connect the connection end plate in end, upper end is anchored in cast-in-situ box girder base plate；Pier top installs temporary support, temporary support
Inside it is provided with pre-buried screw-thread steel；Being provided with bracket on steel pipe column bracket, bracket arranges support seat, support seat end face installs bed die, whole
Body formula flank template adjusts setting angle by adjustable strut, and is connected fixing with bed die；Core passes through adjustable cross
Internal stay supports.
Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure the most according to claim 1, it is characterised in that described
It is cylindrical structure that steel pipe column connects end main body, and in the middle of barrel, weldering sets connection end plate, connects reserved anchor cable hole and screw-thread steel on end plate
Hole, the reserved horizontal main muscle hole of cushion cap bottom barrel, it is disc structure that steel pipe column connects end top, and disc surfaces uniformly reserves steel pipe
Post link bolt hole, disk absolute altitude is consistent with cushion cap end face absolute altitude.
Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure the most according to claim 2, it is characterised in that described
Being provided with annular bottom plate bottom steel pipe column, annular bottom plate uniformly reserves steel pipe column link bolt hole, and aperture, pitch-row are connected with steel pipe column
Consistent on the disk at end top, is provided with two-layer annular wing plate, arranges buckle-type and fix steel between annular wing plate in the middle of steel pipe column
Plate, steel pipe column top is provided with bracket.
Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure the most according to claim 3, it is characterised in that described
Buckle-type fixation steel plate is rectangular ring-type, four blocks of L-shaped steel plates anchor mutually and form, and L-shaped steel plate two ends are equipped with end plate, end plate
It is provided with bolt hole.
Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure the most according to claim 1, it is characterised in that steel pipe column
Being provided with anchored end bottom interior anchor cable, the connection end plate from bottom to top connected in end through steel pipe column is anchored in cast-in-situ box girder base plate
On, cast-in-situ box girder base plate interior presets pvc pipe as anchor cable passage.
Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure the most according to claim 1, it is characterised in that steel pipe column
Being provided with anchored end bottom interior screw-thread steel, the connection end plate from bottom to top connected in end through steel pipe column is anchored at the bottom of cast-in-situ box girder
On plate, cast-in-situ box girder base plate interior presets pvc pipe as screw-thread steel passage.
Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure the most according to claim 1, it is characterised in that described
Bracket is mainly assembled by beret truss, is arranged in the shaped steel distribution beam of steel pipe column bracket, and is connected with pre-buried on Dun Bi
Part anchors.
Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure the most according to claim 1, it is characterised in that described
Temporary support is arranged on pier top permanent bearing both sides, and temporary support both sides are provided with regulatable supporter screw rod, temporary support concrete
Screw-thread steel pre-buried in fully wrapped around pier stud, and screw-thread steel upper end stretches in cast-in-situ box girder.
Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure the most according to claim 1, it is characterised in that described
Monoblock type flank template uses Bailey beam to support, monoblock type flank die head is provided with steel strand.
10. the construction method of one of claim 1 ~ 9 described cross a river Main Bridge bridge pier secondary locking temporary consolidation structure, its feature
Being, key step is as follows:
Suspended deck structure pouring construction: according to design drawing colligation cushion cap reinforcing bar after the Stake head handling in pile foundation, at design attitude
Pre-buried steel tubing string connection end, and horizontal for part cushion cap main muscle is connected through steel pipe column the preformed hole of end, and be welded and fixed, steel pipe
Anchor one section of screw-thread steel and anchor cable in advance on the connection end plate of post connection end, then install cushion cap template casting concrete, and at steel
Tubing string pours expansive concrete in connecting end；
Pier shaft pouring construction: after bearing platform construction completes, colligation pier stud reinforcing bar, and according to the pre-buried cradle coupler of design drawing, with
Time in pier top relevant position, pre-buried screw-thread steel is set, install pier body formwork casting concrete subsequently；
Temporary support and permanent bearing are installed: after pier shaft concrete curing completes, install permanent according to design drawing in pier top
Seat and temporary support, wherein temporary support uses C50 concrete cast-in-situ, is arranged in permanent bearing both sides, pacifies around temporary support
Dress regulatable supporter screw rod；
Screw-thread steel, anchor cable are Tong Bu with steel pipe column to be installed: after screw-thread steel and anchor cable penetrate steel pipe column, uses the lifting of 25t loop wheel machine, steel pipe
Before post is in place, use the screw-thread steel that the screw-thread steel in steel pipe column is connected in end by adapter with anchor cable with steel pipe column with anchor cable one by one
Corresponding connect, then by steel pipe column dropping place and is connected end anchoring with steel pipe column, installation buckle-type is fixed between steel pipe column annular wing plate
Steel plate and laying bridging；
Bracket system is assembled: bracket first uses beret truss assembly to form Bailey beam structure, during installation in advance on steel pipe column bracket
Shaped steel distribution beam is set, ceiling mount bracket system after shaped steel distribution beam is fixing, and by pre-buried with pier stud for the part beret truss in bracket
Part connects fixing；
Bed die is installed: use the mode manually coordinated for main mechanical to carry out bed die laying, on bracket, before laying, lays support in advance
Seat, pier stud reserved steel bar is preset by bed die and steel pipe column female thread steel, the duct of anchor cable, and the closure carrying out gap, duct is arranged
Execute；
Monoblock type flank template is installed: monoblock type flank template uses crane to install, and is holding in the palm according to construction drawing before installing
Beret truss is used to set up flank falsework on the basis of frame, by the adjustable strut in Bailey beam support and can after having set up
Mode diagonal brace regulation flank template angle, position also reinforce；
Colligation base plate, web, partition wall reinforcing bar and prestressed pore passage: according to design requirement, first regular reinforcement is made plane or
Three-dimensional framework, welding, integral hoisting after colligation molding, lays；Wherein baseplate reinforcing bar according to design drawing directly over steel pipe column
The pre-buried pvc pipe in position, and the anchor cable in steel pipe column is fixed with baseplate reinforcing bar temporarily, prevent landing from entering in steel pipe；At web and
After diaphragm reinforcing bar binding completes, require to carry out the installation of corrugated tube and anchor plate according to design；
Core is installed: core is fabricated to upper and lower block in advance, by the lifting of whole section of autocrane, then on beam between the section of carrying out and section
Assembled connection, and equidistantly use adjustable cross internal stay as main support, conventional steel pipe support is as jury strut
Fixing, under core, half block relevant position arranges anchor plate, by the screw-thread steel in steel pipe column and anchorage cable anchoring；
Pouring 0# block beam body concrete: concrete is conveyed into mould by concrete mixer, elder generation's base plate, trailing web during cast, by low
Hoist and carry out, and ensure that symmetry pours, utilize the reserved steel bar in pier stud to form the 1st Dun Liang locking；
Top board, the reinforcing bar of flange plate part, concrete construction: base plate, web concrete casting complete can carry out after 3 days top board,
The reinforcing bar of flange plate and concrete construction, the same base plate of its construction method, web are essentially identical, and wherein flange plate top in both sides is arranged
Steel strand；
Maintenance, dismounting core: using watering maintenance, keep the surface wettability of box beam concrete, box beam concrete intensity reaches to set
Meter intensity 50% time, remove core, and the anchor cable in steel pipe column is carried out stretch-draw formed cushion cap, the 2nd time of beam fully locked；
Prestressed stretch-draw: after beam body concrete strength reaches design permission stretch-draw intensity and meets design requirement the age of concrete,
Carry out prestressed stretch-draw；
Slip casting sealing off and covering anchorage: after tension of prestressed tendon, uses vacuum aid grouting method to carry out hole path pressure grouting construction；
Form removal, remove falsework: after sealing off and covering anchorage, carry out the Demolition Construction of falsework on request.
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| CN108589551A (en) * | 2018-06-07 | 2018-09-28 | 中交路桥华南工程有限公司 | Pier stud 0# beam section cast-in-place supports |
| CN108978500A (en) * | 2018-06-25 | 2018-12-11 | 德州市公路工程总公司 | Wide-span case beam cantilever assembly prestress composite carrier system and construction method |
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| CN112502046A (en) * | 2020-11-30 | 2021-03-16 | 四川路航建设工程有限责任公司 | Construction method for cast-in-place continuous beam 0-1# segment of Y-shaped support frame |
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| CN107268682A (en) * | 2017-07-04 | 2017-10-20 | 中铁十二局集团有限公司 | The inverted construction method of railway station building half |
| CN107268682B (en) * | 2017-07-04 | 2019-12-27 | 中铁十二局集团有限公司 | Semi-reverse-sequence construction method for railway station house |
| CN108589551A (en) * | 2018-06-07 | 2018-09-28 | 中交路桥华南工程有限公司 | Pier stud 0# beam section cast-in-place supports |
| CN108978500A (en) * | 2018-06-25 | 2018-12-11 | 德州市公路工程总公司 | Wide-span case beam cantilever assembly prestress composite carrier system and construction method |
| CN109371807A (en) * | 2018-09-28 | 2019-02-22 | 励吾(厦门)科技有限公司 | It is a kind of can quick transformation bridge |
| CN109371807B (en) * | 2018-09-28 | 2021-03-26 | 励吾(厦门)科技股份有限公司 | Bridge structure system capable of being rapidly transformed |
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| CN109505254A (en) * | 2018-12-24 | 2019-03-22 | 中铁三局集团有限公司 | A kind of temporary consolidation construction method suitable for large-span continuous girder bridges |
| CN109654295B (en) * | 2018-12-26 | 2023-10-20 | 中交第二公路勘察设计研究院有限公司 | Temporary thrust block for elbow access point, construction method and design method thereof |
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| CN110029592A (en) * | 2019-04-12 | 2019-07-19 | 长沙理工大学 | A kind of external prestressing FRP tendons stretching and anchoring device |
| CN110029592B (en) * | 2019-04-12 | 2024-01-30 | 长沙理工大学 | External prestress FRP rib tensioning and anchoring device |
| CN110714416A (en) * | 2019-10-25 | 2020-01-21 | 中国一冶集团有限公司 | BIM-based temporary consolidation construction structure and method for large cantilever bridge body |
| CN111042000A (en) * | 2020-01-16 | 2020-04-21 | 中建七局安装工程有限公司 | Temporary supporting method for continuous beam construction of support pier |
| CN111910522A (en) * | 2020-08-05 | 2020-11-10 | 中建隧道建设有限公司 | Active jacking auxiliary support construction system for beam-arch combined rigid frame lower chord arch support |
| CN112502046A (en) * | 2020-11-30 | 2021-03-16 | 四川路航建设工程有限责任公司 | Construction method for cast-in-place continuous beam 0-1# segment of Y-shaped support frame |
| CN114382018A (en) * | 2022-01-20 | 2022-04-22 | 浙江交工集团股份有限公司 | Cast-in-place box girder 0# block and construction method thereof |
| CN115075120A (en) * | 2022-07-08 | 2022-09-20 | 北京城建道桥建设集团有限公司 | Continuous beam No. 0 block oblique crossing orthogonal system and construction method thereof |
| CN115288034A (en) * | 2022-09-09 | 2022-11-04 | 中铁广州工程局集团有限公司 | Girder cable-free area girder section construction method for large-span steel-concrete composite beam |
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