CN205975377U - Structure is concretied in locking of cross a river bridge owner pier secondary temporarily - Google Patents
Structure is concretied in locking of cross a river bridge owner pier secondary temporarily Download PDFInfo
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- CN205975377U CN205975377U CN201620901473.3U CN201620901473U CN205975377U CN 205975377 U CN205975377 U CN 205975377U CN 201620901473 U CN201620901473 U CN 201620901473U CN 205975377 U CN205975377 U CN 205975377U
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 238
- 239000010959 steel Substances 0.000 claims abstract description 238
- 238000011065 in-situ storage Methods 0.000 claims abstract description 22
- 238000007596 consolidation process Methods 0.000 claims description 30
- 238000004873 anchoring Methods 0.000 claims description 16
- 238000009826 distribution Methods 0.000 claims description 10
- 238000010276 construction Methods 0.000 abstract description 39
- 238000009434 installation Methods 0.000 abstract description 9
- 238000009415 formwork Methods 0.000 abstract description 4
- 238000013461 design Methods 0.000 description 29
- 230000003014 reinforcing effect Effects 0.000 description 22
- 238000000034 method Methods 0.000 description 7
- 238000005266 casting Methods 0.000 description 6
- 238000012423 maintenance Methods 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 5
- 210000002435 tendon Anatomy 0.000 description 5
- 238000007789 sealing Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 210000001015 abdomen Anatomy 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 3
- 238000000465 moulding Methods 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 238000007569 slipcasting 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
- 238000007689 inspection 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
- 235000015170 shellfish Nutrition 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
Abstract
The utility model relates to a structure is concretied in locking of cross a river bridge owner pier secondary temporarily mainly includes steel -pipe column, steel -pipe column link, anchor rope, screw -thread steel, bracket, temporary support and adjustable formwork support system, and the steel -pipe column sets up on the cushion cap to with pre -buried steel -pipe column link anchor in the cushion cap, be provided with anchor rope and screw -thread steel in the steel -pipe column, anchor rope and the connection end plate of screw -thread steel lower extreme anchor in the steel -pipe column link, upper end anchor in cast -in -situ box girder bottom plate, dun ding installs temporary support, is provided with pre -buried screw -thread steel in the temporary support, setting up the bracket on the steel -pipe column bracket, setting up on the bracket and prop the seat, prop a top surface installation die block, integral flank template is through adjustable vaulting pole adjustment installation angle to be connected fixedly with the die block, the mandrel supports through adjustable cross internal stay. The utility model discloses a secondary anchor system, the inhomogeneous problem of atress when successfully solving the construction of 0# piece.
Description
Technical field
This utility model is related to a kind of cross a river Main Bridge bridge pier secondary locking temporary consolidation structure.Belong to science of bridge building neck
Domain is 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 is applied
Work.
Background technology
With social development, the across footpath of continuous bridge is increasing, hangs the more and more of blue construction method use, but adopts
There is system transform in the continuous bridge set up with hanging blue construction method, No. zero block existed by temporary consolidation in the construction stage
Become into the system transform of bridge seat, different anchor types has opposite impacts on to No. zero block internal force, therefore in the design should
Take into full account the anchor type of No. zero block.
In No. zero block anchoring temporarily design of continuous bridge, traditional anchoring temporarily form directly arranges interim on main pier
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
Carry out temporary consolidation, such temporary consolidation method construction 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, existing follow-on temporary consolidation form, for example, arrange temporary support in pier top at present
Temporary rest pier is set on main cushion cap simultaneously, in temporary support and temporary rest pier, all utilizes cast-in-place concrete that prestressing tendon is set,
By prestressing tendon, the beam bottom of cushion cap, buttress and No. zero block is consolidated, but the construction of this kind of temporary consolidation method is complex,
Particularly pouring of temporary rest pier inner concrete and burying of prestressing tendon, further relate to temporary rest pier stability problem, exist relatively
Big optimization space.
In consideration of it, needing that a kind of constructing operation of invention is simple at present badly, 0 under pier beam oblique operating mode#Block stress equalization, economic skill
No. zero block temporary consolidation structure and construction method that art benefit projects.This utility model adopts secondary anchoring system, in pier top two
Side makes temporary support, and in the pre-buried fining twisted steel in every side, stretches into 0 by temporary support#In block, form the 1st Dun Liang lock
Fixed, embedded screw-thread steel and anchor cable in supporting steel tubing string, are anchored on cast-in-situ box girder base plate simultaneously, formed cushion cap, the 2nd time of beam
Locking, thus be effectively ensured 0#Block uniform force, wherein steel pipe column are passed through bolt and are anchored with the built-in fitting in cushion cap, and in steel pipe
Middle part setting buckle-type fixation steel plate will be integral for the connection of all steel pipe columns, the stability of steel pipe support is greatly improved, and constructs
Difficulty is little, has preferable economic technology benefit.
Content of the invention
The purpose of this utility model is to provide a kind of safety of structure high, 0 under pier beam oblique operating mode#Block stress equalization,
And the cross a river Main Bridge bridge pier secondary locking temporary consolidation structure that economic technology benefit projects.
For realizing above-mentioned technical purpose, this utility model employs technical scheme below：
A kind of cross a river Main Bridge bridge pier secondary locking temporary consolidation structure is it is characterised in that mainly include steel pipe column, steel pipe
Post connection end, anchor cable, screw-thread steel, bracket, temporary support and adjustable form support system, steel pipe column is arranged on cushion cap, and
Steel pipe column connection end anchoring with being embedded in cushion cap, is provided with anchor cable and screw-thread steel, anchor cable and screw-thread steel lower end in steel pipe column
It is anchored in the connection end plate in steel pipe column connection end, upper end is anchored in cast-in-situ box girder base plate；Pier top installs temporary support, interim
It is provided with pre-buried screw-thread steel in seat；Bracket is provided with steel pipe column bracket, setting support seat on bracket, support seat top surface installs bed die,
Monoblock type flank template is passed through adjustable strut and is adjusted setting angle, and is connected with bed die；Core passes through adjustable cross
Type internal stay supports.
Further, steel pipe column connection end main body is in and welds in the middle of cylindrical structure, barrel to set connection end plate, connects pre- on end plate
Stay anchor cable hole and screw-thread steel hole, the horizontal cage bar holes of cushion cap are reserved in barrel bottom, steel pipe column connection end top is disc structure, disk
Steel pipe column link bolt hole is uniformly reserved on surface, and disk absolute altitude is consistent with cushion cap top surface absolute altitude.
Described steel pipe column bottom is provided with annular bottom plate, and annular bottom plate uniformly reserves steel pipe column link bolt hole, aperture, hole
Away from consistent on the disk at steel pipe column connection end top, be provided with the middle of steel pipe column two-layer annular wing plate, set between annular wing plate
Put buckle-type fixation steel plate, steel pipe column top is provided with bracket.
The described rectangular ring-type of buckle-type fixation steel plate, by four blocks of L-shaped steel plates, anchoring forms mutually, L-shaped steel plate two ends
It is equipped with end plate, end plate is provided with bolt hole.
Anchor cable bottom in described steel pipe column is provided with anchored end, from bottom to top passes through the connection end in steel pipe column connection 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 anchor cable passage.
Screw-thread steel bottom in described steel pipe column is provided with anchored end, from bottom to top passes through the connection in steel pipe column connection end
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,
Pre-buried screw-thread steel 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 adopt Bailey beam support, monoblock type flank die head be provided with to draw steel twist
Line.
Described core is upper and lower separate structure, is fixed using adjustable cross internal stay and jury strut.
The construction method of above-mentioned cross a river Main Bridge bridge pier secondary locking temporary consolidation structure, its main construction procedure is as follows：
（1）Suspended deck structure pouring construction：According to design drawing colligation cushion cap reinforcing bar after Stake head handling in pile foundation, setting
Meter position pre-buried steel tubing string connection end, and horizontal for part cushion cap cage bar is passed through the preformed hole of steel pipe column connection end, and weld solid
Fixed, the connection end plate of steel pipe column connection end anchors one section of screw-thread steel and anchor cable in advance, then installs cushion cap template casting concrete,
And pour expansive concrete in steel pipe column connection end；
（2）Pier shaft pouring construction：After the completion of bearing platform construction, colligation pier stud reinforcing bar, and according to the pre-buried bracket of design drawing even
Fitting, arranges pre-buried screw-thread steel in pier top relevant position simultaneously, subsequently installs pier body formwork casting concrete；
（3）Temporary support and permanent bearing are installed：After the completion of pier shaft concrete curing, installed in pier top according to design drawing
Permanent bearing and temporary support, wherein temporary support adopt C50 concrete cast-in-situ, are arranged in permanent bearing both sides, temporary support
Surrounding installs regulatable supporter screw rod；
（4）Screw-thread steel, anchor cable and steel pipe column are synchronously installed：After screw-thread steel and anchor cable penetrate steel pipe column, hung using 25t loop wheel machine
Dress, before steel pipe column is in place, using adapter by the screw-thread steel in the screw-thread steel in steel pipe column and anchor cable and steel pipe column connection end with
Anchor cable connects one to one, then anchors by steel pipe column dropping place and with steel pipe column connection end, installs card between steel pipe column annular wing plate
Button fixation steel plate and laying bridging；
（5）Bracket system is assembled：Bracket first adopts beret truss assembled formation Bailey beam structure, in advance in steel pipe column during installation
Shaped steel distribution beam arranged on bracket, ceiling mount bracket system after shaped steel distribution beam is fixing, and by the part beret truss in bracket and pier
Post built-in fitting is connected；
（6）Bed die is installed：Carry out bed die laying based on artificial, before laying in advance on bracket by the way of mechanical engagement
Lay support seat, default pier stud reserved steel bar and steel pipe column female thread steel, the duct of anchor cable on bed die, and carry out the envelope in duct gap
Stifled measure；
（7）Monoblock type flank template is installed：Monoblock type flank template adopts crane to install, and is existed according to construction drawing before installing
On the basis of existing bracket, flank falsework is set up using beret truss, after the completion of setting up, pass through the adjustable support in Bailey beam support
Bar and adjustable diagonal brace adjust 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 in steel pipe column
The pre-buried pvc pipe of position directly above, and the anchor cable in steel pipe column and baseplate reinforcing bar are fixed temporarily, prevent landing from entering in steel pipe；?
After the completion of web and tabula beam steel bar colligation, carry out the installation of corrugated tube and anchor plate according to design requirement；
（9）Core is installed：Core pre-production becomes upper and lower block, by whole section of lifting of autocrane, then carries out section on beam
Assembly between section is connected, and equidistantly adopts adjustable cross internal stay as main support, and conventional steel pipe supports conduct
Jury strut is fixed, and setting anchor plate in half block relevant position under core, by the screw-thread steel in steel pipe column and anchorage cable anchoring；
（10）Pour 0# block beam body concrete：Concrete is conveyed into mould by concrete mixer, first base plate, rear abdomen during cast
Plate, from low to high place carry out, and ensure symmetrically to pour, form the 1st Dun Liang locking using the reserved steel bar in pier stud；
（11）Top board, the reinforcing bar of edge of a wing 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；
（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 tensioning formed cushion cap, the 2nd time of beam complete
Full locking；
（13）Prestressed stretch-draw：Beam body concrete strength reaches design and allows tensioning intensity and age of concrete satisfaction design
After requirement, carry out prestressed stretch-draw；
（14）Slip casting sealing off and covering anchorage：After tension of prestressed tendon, hole path pressure grouting construction is carried out using vacuum aid grouting method；
（15）Form removal, remove falsework：Carry out the Demolition Construction of falsework on request after sealing off and covering anchorage.
This utility model has the characteristics that following and beneficial effect：
（1）This utility model adopts secondary anchoring system, makes temporary support in pier top both sides, and in the pre-buried finish rolling in every side
Screw-thread steel, stretches into 0 by temporary support#In block, form the 1st Dun Liang locking；Bury screw-thread steel in supporting steel tubing string simultaneously
And anchor cable, being anchored on cast-in-situ box girder base plate, forming the 2nd locking of cushion cap, beam, thus being effectively ensured 0#Block uniform force.
（2）Steel pipe support is applied by this utility model with bracket combination, effectively improves efficiency of construction, wherein steel pipe column passes through
Built-in fitting anchoring in bolt and cushion cap, and in the middle part of steel pipe setting buckle-type fixation steel plate all steel pipe columns are connected into whole
Body, is greatly improved the stability of steel pipe support.
（3）This utility model adopts monoblock type flank template, and can by the adjustable strut in Bailey beam support and tiltedly
Support adjusts setting angle and position, and core adopts adjustable cross internal stay as main support simultaneously, and conventional steel pipe supports to be made
Fix for Auxiliary support, installation accuracy and the speed of cast-in-situ box girder template is greatly improved, the construction matter of cast-in-situ box girder is effectively ensured
Amount.
Brief description
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 Fig. 2 along A-A profile.
In figure：1- pile foundation；The horizontal cage bar of 2- cushion cap；The vertical cage bar of 3- cushion cap；4- cushion cap；5- connects end plate；6- steel pipe
Post connection 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 connecting screw rod；44-L shape steel plate coupling nut.
Specific embodiment
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 cross a river Main Bridge bridge pier secondary locking temporary consolidation structure being related to of the present utility model
Embodiment.
Fig. 1 is cross a river Main Bridge bridge pier secondary locking temporary consolidation structure elevation, and Fig. 2 is that cross a river Main Bridge bridge pier is secondary
Locking temporary consolidation structure side view, Fig. 3 is Fig. 2 along A-A profile.The shown secondary lock of cross a river Main Bridge bridge pier referring to the drawings
Determine temporary consolidation structure, mainly by steel pipe column 10, steel pipe column connection end 6, anchor cable 12, screw-thread steel 9, bracket, temporary support 38, can
Mode form bracing system etc. forms.
Steel pipe column 10 is arranged on cushion cap 4, and anchors with the steel pipe column connection end 6 being embedded in cushion cap, in steel pipe column 10
It is provided with anchor cable 12 and screw-thread steel 9, the anchor cable 12 and screw-thread steel 9 anchoring lower ends connection end plate 5 in steel pipe column connection 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；On steel pipe column bracket 15, bracket is set, setting support seat 20 on bracket, support seat 20 top surface installs bed die 22, monoblock type flank mould
Plate 29 passes through adjustable strut 26 and adjusts setting angle, and is connected with bed die 22；Core 30 passes through in adjustable cross
Support 31 support.
During construction, pile crown cut finish pile measurement qualified after adopted according to design drawing colligation cushion cap reinforcing bar, cushion cap reinforcing bar
Use HRB335 level, cushion cap specification is 15300mm × 10800mm × 2500mm, in the pre-buried 8 steel pipe column connection ends 6 of design attitude,
Wherein steel pipe column connection end 6 external diameter 800mm, wall thickness 10mm, top connects end plate 5 external diameter 1400mm, connects end plate 5 and reserves 6
Horizontal for part cushion cap cage bar 2 is passed through the preformed hole at fastener for connection end by the bolt hole of diameter 16mm when 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 in each pre-buried steel tubing string connection end 6
12, screw-thread steel 9 adopts 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, and mutually splicing shapes, subsequently
Pour expansive concrete and connect end plate absolute altitude to top in pre-buried steel tubing string connection end.
After the completion of cushion cap 4 construction, colligation pier stud reinforcing bar, equally adopt 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 through temporary consolidation in box beam base plate, subsequently installs pier body formwork
Pour C35 concrete, wherein pinner a size of 240mm × 120mm × 60mm.After the completion for the treatment of pier shaft concrete curing, according to setting
Meter drawing installs permanent bearing 21 and temporary support 38 in pier top, and wherein temporary support 38 adopts 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, lifted using 25t loop wheel machine, each No. zero
Block designs φ 800 × 10mm steel pipe column 8 altogether, before steel pipe column 10 is in place, using adapter by the screw-thread steel 9 in steel pipe column and anchor
Rope 12 is connected one to one with anchor cable 12 with the screw-thread steel 9 in steel pipe column connection end 6, then by steel pipe column 10 dropping place and and steel pipe column
Connection end 6 anchors, and finally installs buckle-type fixation steel plate 14 between steel pipe column annular wing plate 13 and lays bridging 36, wherein
Using strength grade, the steel for Q335 are prefabricated forms for buckle-type fixation steel plate 14.As illustrated, buckle-type fixation steel plate 14 is in
Rectangular ring, by four blocks of L-shaped steel plates, anchoring forms mutually, 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 is fixed, is subsequently mounted bracket, bracket first adopts
Beret truss is assembled to form Bailey beam structure, arranges I45 shaped steel distribution beam during installation in advance on steel pipe column bracket 15, and shaped steel distributes
4 groups of Bailey beam crossbeams are lifted, Bailey beam top arranges I28 shaped steel distribution beam, top arranges 450mm × 450mm step pitch after beam is fixing
Bowl button support and support seat, and the part beret truss in Bailey beam and pier stud built-in fitting are connected, side form support adopts 2 groups of shellfishes
Lei Liang.
After the completion of pallet body lifting, bed die 22 and monoblock type flank template 29 are installed, foot, circular arc portion are using customization steel
Template, template is all installed using crane lifting human assistance, and wherein monoblock type flank template 29 passes through adjustable diagonal brace 27 and can
The adjusting means 28 of mode strut 26 adjusts 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 in steel
The pvc pipe 24 of tubing string 10 position directly above pre-buried diameter 600mm, and will be temporarily solid to the anchor cable 12 in steel pipe column 10 and baseplate reinforcing bar
Fixed, prevent landing from entering in steel pipe；After the completion of web and tabula beam steel bar colligation, carry out prestress pipe peace according to design requirement
Set position, string bundle.
After qualified on inspection, a vertical core 30, colligation roof steel bar.Core 30 pre-production becomes upper and lower block, by automobile
Whole section of heavy-duty machine lifts, then the assembly carrying out on beam between section and section is connected, and equidistantly adopts adjustable cross internal stay 31
As main support, conventional steel pipe supports, core under half block relevant position setting anchor plate 25 fixing as jury strut 32, will
Screw-thread steel 9 in steel pipe column and anchor cable 12 anchor.
Box beam adopts C50 concreting, and concrete is conveyed into mould by concrete mixer, first base plate, rear abdomen during cast
Plate, from low to high place carry out, and ensure symmetrically to pour, form the 1st Dun Liang locking using the reserved steel bar in pier stud.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 is moistened using watering maintenance, holding surface, and box beam concrete intensity reaches the 50% of design strength
When, remove core 30, and the anchor cable 12 in steel pipe column is carried out tensioning formed cushion cap, the 2nd time of beam fully locked.Treat internal pre-
After stress rib tensioning, hole path pressure grouting construction is carried out using vacuum aid grouting method, press mortar mixes and stirs neat slurry for scene, adopts
With P.O 42.5 Portland cement, the water of qualified water.
After the completion of above-mentioned construction, cut interim making, and progressively removal bracket and steel pipe column, complete to construct.
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 Stake head handling in pile foundation 1,
Design attitude pre-buried steel tubing string connection end 6, and horizontal for part cushion cap cage bar 2 is passed through the preformed hole of steel pipe column connection end 6, and weld
Connect fixation, the connection end plate 5 of steel pipe column connection end 6 anchors one section of screw-thread steel 9 and anchor cable 12 in advance, then install cushion cap template and pour
Build concrete, and pour expansive concrete in steel pipe column connection end 6.
（2）Pier shaft pouring construction：After the completion of cushion cap 4 construction, 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, subsequently installs pier body formwork casting concrete.
（3）Temporary support and permanent bearing are installed：After the completion of pier shaft concrete curing, installed in pier top according to design drawing
Permanent bearing 21 and temporary support 38, wherein temporary support 38 adopt C50 concrete cast-in-situ, are arranged in permanent bearing 21 both sides,
Temporary support 38 surrounding installs regulatable supporter screw rod 40.
（4）Screw-thread steel, anchor cable and steel pipe column are synchronously installed：After screw-thread steel 9 and anchor cable 12 penetrate steel pipe column 10, using 25t
Loop wheel machine lifts, before steel pipe column 10 is in place, using adapter by the screw-thread steel 9 in steel pipe column and anchor cable 12 and steel pipe column connection end 6
Interior screw-thread steel and anchor cable connect one to one, then anchor, finally in steel pipe column by steel pipe column dropping place and with steel pipe column connection end
Buckle-type fixation steel plate 14 is installed between annular wing plate 12 and lays bridging 36.
（5）Bracket system is assembled：Bracket first adopts beret truss assembled formation Bailey beam structure, in advance in steel pipe column during installation
Shaped steel distribution beam arranged 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 is connected.
（6）Bed die is installed：Carry out bed die 22 by the way of mechanical engagement based on artificial to lay, in advance in bracket before laying
Upper laying supports seat 20, default pier stud reserved steel bar and steel pipe column female thread steel, the duct of anchor cable on bed die, and carries out duct gap
Close measure.
（7）Monoblock type flank template is installed：Monoblock type flank template 29 adopts crane to install, according to construction drawing before installing
On the basis of existing bracket, flank falsework 23 is set up using beret truss, pass through adjustable in Bailey beam support after the completion of setting up
Formula strut and adjustable diagonal brace adjust 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 in 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
Interior；After the completion of web and tabula beam steel bar colligation, carry out corrugated tube and the installation of anchor plate 25 according to design requirement.
（9）Core 30 is installed：Core 30 pre-production becomes upper and lower block, by whole section of lifting of autocrane more enterprising in beam
Assembly between row section and section is connected, and equidistantly adopts adjustable cross internal stay 31 as main support, and conventional steel pipe is propped up
Support is fixing as jury strut 32, and setting anchor plate 25 in half block relevant position under core, by the screw-thread steel 9 in steel pipe column and anchor cable
12 anchorings.
（10）Pour 0# block beam body concrete：Concrete is conveyed into mould by concrete mixer, first base plate, rear abdomen during cast
Plate, from low to high place carry out, and ensure symmetrically to pour, form the 1st Dun Liang locking using the reserved steel bar in pier stud.
（11）Top board, the reinforcing bar of edge of a wing 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 tensioning formed cushion cap, the 2nd time of beam complete
Full locking.
（13）Prestressed stretch-draw：Beam body concrete strength reaches design and allows tensioning intensity and age of concrete satisfaction design
After requirement, carry out prestressed stretch-draw.
（14）Slip casting sealing off and covering anchorage：After tension of prestressed tendon, hole path pressure grouting construction is carried out using vacuum aid grouting method.
（15）Form removal, remove falsework：Carry out the Demolition Construction of falsework on request after sealing off and covering anchorage.
Claims (9)
1. a kind of cross a river Main Bridge bridge pier secondary locking temporary consolidation structure is it is characterised in that mainly include steel pipe column, steel pipe column
Connection end, anchor cable, screw-thread steel, bracket, temporary support and adjustable form support system, steel pipe column is arranged on cushion cap, and with
It is embedded in the steel pipe column connection end anchoring in cushion cap, in steel pipe column, be provided with anchor cable and screw-thread steel, anchor cable and screw-thread steel lower end anchor
It is fixed in the connection end plate in steel pipe column connection 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；Bracket is provided with steel pipe column bracket, setting support seat on bracket, support seat top surface installs bed die, whole
Body formula flank template is passed through adjustable strut and is adjusted setting angle, and is connected with bed die；Core passes through adjustable cross
Internal stay supports.
2. cross a river Main Bridge bridge pier secondary locking temporary consolidation structure according to claim 1 is it is characterised in that described
Steel pipe column connection end main body is in weld in the middle of cylindrical structure, barrel to set connection end plate, connects reserved anchor cable hole and screw-thread steel on end plate
Hole, the horizontal cage bar holes of cushion cap are reserved in barrel bottom, and steel pipe column connection end top is disc structure, and disc surfaces uniformly reserve steel pipe
Post link bolt hole, disk absolute altitude is consistent with cushion cap top surface absolute altitude.
3. cross a river Main Bridge bridge pier secondary locking temporary consolidation structure according to claim 2 is it is characterised in that described
Steel pipe column bottom is provided with annular bottom plate, and 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, it is provided with two-layer annular wing plate in the middle of steel pipe column, between annular wing plate, setting buckle-type fixes steel
Plate, steel pipe column top is provided with bracket.
4. cross a river Main Bridge bridge pier secondary locking temporary consolidation structure according to claim 3 is it is characterised in that described
The rectangular ring-type of buckle-type fixation steel plate, by four blocks of L-shaped steel plates, anchoring forms mutually, and L-shaped steel plate two ends are equipped with end plate, end plate
It is provided with bolt hole.
5. cross a river Main Bridge bridge pier secondary locking temporary consolidation structure according to claim 1 is it is characterised in that steel pipe column
Interior anchor cable bottom is provided with anchored end, from bottom to top passes through the connection end plate in steel pipe column connection end to be 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.
6. cross a river Main Bridge bridge pier secondary locking temporary consolidation structure according to claim 1 is it is characterised in that steel pipe column
Interior screw-thread steel bottom is provided with anchored end, from bottom to top passes through the connection end plate in steel pipe column connection end to be anchored in cast-in-situ box girder bottom
On plate, cast-in-situ box girder base plate interior presets pvc pipe as screw-thread steel passage.
7. cross a river Main Bridge bridge pier secondary locking temporary consolidation structure according to claim 1 is 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 with Dun Bi on pre-buried connection
Part anchors.
8. cross a river Main Bridge bridge pier secondary locking temporary consolidation structure according to claim 1 is 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
Pre-buried screw-thread steel in fully wrapped around pier stud, and screw-thread steel upper end stretches in cast-in-situ box girder.
9. cross a river Main Bridge bridge pier secondary locking temporary consolidation structure according to claim 1 is it is characterised in that described
Monoblock type flank template adopts Bailey beam to support, and monoblock type flank die head is provided with steel strand.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620901473.3U CN205975377U (en) | 2016-08-18 | 2016-08-18 | Structure is concretied in locking of cross a river bridge owner pier secondary temporarily |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620901473.3U CN205975377U (en) | 2016-08-18 | 2016-08-18 | Structure is concretied in locking of cross a river bridge owner pier secondary temporarily |
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| CN205975377U true CN205975377U (en) | 2017-02-22 |
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| CN201620901473.3U Active CN205975377U (en) | 2016-08-18 | 2016-08-18 | Structure is concretied in locking of cross a river bridge owner pier secondary temporarily |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106120568A (en) * | 2016-08-18 | 2016-11-16 | 德州市公路工程总公司 | Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure and construction method |
| CN110230259A (en) * | 2018-08-21 | 2019-09-13 | 中铁十八局集团有限公司 | A kind of pier top beam section that bridge cantilever pours and its rapid constructing method |
-
2016
- 2016-08-18 CN CN201620901473.3U patent/CN205975377U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106120568A (en) * | 2016-08-18 | 2016-11-16 | 德州市公路工程总公司 | Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure and construction method |
| CN106120568B (en) * | 2016-08-18 | 2017-09-26 | 德州市公路工程总公司 | The construction method of cross a river Main Bridge bridge pier secondary locking temporary consolidation structure |
| CN110230259A (en) * | 2018-08-21 | 2019-09-13 | 中铁十八局集团有限公司 | A kind of pier top beam section that bridge cantilever pours and its rapid constructing method |
| CN110230259B (en) * | 2018-08-21 | 2021-05-28 | 中铁十八局集团有限公司 | Bridge cantilever casting pier top beam section and rapid construction method thereof |
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