CN110396937A - The asynchronous construction of hollow thin-walled high pier binder pier beam - Google Patents
The asynchronous construction of hollow thin-walled high pier binder pier beam Download PDFInfo
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- CN110396937A CN110396937A CN201910723170.5A CN201910723170A CN110396937A CN 110396937 A CN110396937 A CN 110396937A CN 201910723170 A CN201910723170 A CN 201910723170A CN 110396937 A CN110396937 A CN 110396937A
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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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 invention discloses a kind of asynchronous construction of hollow thin-walled high pier binder pier beam, include the following steps: to apply the chamfering between pier shaft and binder bottom when I pier construction to binder section；II, which does not remove pier body formwork and continues up, applies pier shaft；III sets up prefabricated board as operation platform and bed die in chamfering；IV applies binder.It is an object of the invention to: for existing pier shaft and constructing tie beam step, successively must successively be constructed pier shaft binder lower section section, pier shaft binder section and binder, pier shaft binder top section upwards, and constructing tie beam is more complicated compared to pier construction, to there are problems that constructing tie beam delays the whole duration, provide a kind of hollow thin-walled high pier binder pier beam asynchronous construction.In the construction, constructing tie beam does not generate limitation for the construction of pier shaft binder section and pier shaft binder top section and influences, and guarantees that pier construction does not stop and can remain upward construction speed, so as to the opposite shortening integral construction duration.
Description
Technical field
The invention belongs to hollow thin-walled high pier technical fields.In particular it relates to pier shaft in a kind of hollow thin-walled high pier and binder
" pier beam asynchronous method " construction.
Background technique
Since the new century, with the promotion that the people require road-ability, high-grade railway, highway longitudinal slope set
Meter is gradually reduced, and hollow thin-walled high pier Longspan Bridge is more and more, is required quality control on construction higher and higher.Constructing tie beam is
The emphasis link of hollow thin-walled high pier construction, operation platform builds difficult, rack template system installation and removes that difficulty is big, is in pier
Beam construction infection pier construction progress is the main problem in construction.It is big to belong to warm temperate zone for the especially Gansu province of north of China
Land property plateau climate, winter cold normal eyeball, Xia Refengyu, winter often blows northwester, summer normal owner of a trading company or a workshop's south wind, and wind speed is larger.Construction
Climate conditionality, seasonal construction feature is obvious, can not for the phase of stopping in freeze thawing winter generally at the beginning of annual 4 months first arrival in November next years
Construction, annual effectively construction time are very short.How quickly, safety, economically completion hollow thin-walled high pier constructing tie beam, are always tired
Disturb a problem of construction.
Hollow thin-walled high pier is that current large bridge builds a kind of structure type generallyd use, and system is arranged between pier and in pier
Beam prevents pier shaft Cross deformation to increase pier shaft lateral stiffness.Hollow thin-walled high pier constructing tie beam must match with pier construction
It closes, conventional hollow Thin-Wall Piers constructing tie beam method has raft support method and two kinds of platform Support Method.
Raft support method is successively to set up full framing as constructing tie beam platform and falsework body based on ground
Full framing is removed after the completion of construction by system, is further continued for construction pier shaft later.The disadvantage is that: full framing sets up that difficulty is big, cost
Height, and by binder height limitation, binder is excessively high, can not set up full framing.Pier shaft can not construct when constructing tie beam, cause total
The body construction time extends.
When binder is excessively high, platform support method need to be used.When platform support method is below pier construction to binder, in advance
Built-in connection is temporarily removed pier body formwork after section concrete below pier shaft binder reaches design strength, is pacified on connector
Bracket is filled, and builds constructing tie beam platform and binder falsework system, constructing tie beam is carried out, is removed after the completion of constructing tie beam flat
Platform and falsework system are further continued for construction pier shaft later.The disadvantage is that: stage+module and dismounting difficulty are big, putting up platform cost
Height, construction time are long；And after pier body formwork is removed, pier shaft can not construct when constructing tie beam, lead to pier construction overall time
Extend.
Existing pier shaft is to start to apply binder in pier construction to binder section, when binder is applied with constructing tie beam step
After work is completed, then carry out the construction of pier shaft above binder.And in the work progress of binder, it is necessary to platform support is set up,
As constructing tie beam platform and falsework system.Before setting up platform support, it is preset in the pier shaft concrete of binder bottom
Built-in fitting, it is necessary to first remove pier body formwork, bracket is then installed on built-in fitting, then erection construction platform and mould on bracket
Board mount system.However, for pier shaft above binder, then creeping formwork or over-form construction can not be carried out since template has been removed, only
After needing constructing tie beam completion and reaching design strength to concrete, ability installation template carries out applying for binder top pier shaft
Work.In this way, there is larger impact for construction speed.
Summary of the invention
It is an object of the invention to: for existing pier shaft and constructing tie beam step, it is necessary to pier shaft of successively successively constructing upwards
Section, pier shaft binder section and binder, pier shaft binder top section below binder, and constructing tie beam is more complicated compared to pier construction, from
And there are problems that constructing tie beam delays the whole duration, provides a kind of hollow thin-walled high pier binder pier beam asynchronous construction.This is applied
In work engineering method, constructing tie beam does not generate limitation for the construction of pier shaft binder section and pier shaft binder top section and influences, and guarantees pier
Body construction does not stop and can remain upward construction speed, so as to the opposite shortening integral construction duration.
To achieve the goals above, to be that a kind of hollow thin-walled high pier binder pier beam is asynchronous apply the technical solution adopted by the present invention
Work engineering method, includes the following steps:
When I pier construction to binder section, the chamfering between pier shaft and binder bottom is applied；
II does not remove pier body formwork, and continues up and apply pier shaft binder section and pier shaft binder top section；
III sets up prefabricated board in the chamfering of step I, as constructing tie beam platform and bed die；
IV applies binder on the operation platform and bed die of step III.
The asynchronous construction principle of hollow thin-walled high pier binder pier beam are as follows: when the corresponding pier shaft segmental construction of binder, pier shaft is first
Chamfering sets up platform in turn again after creeping formwork climbs and carries out applying for binder as construction in later period platform fulcrum under construction binder
Work.Pier inner part binder is using prefabricated board as operation platform and end template, it is not necessary to set up section steel platform, operation is simpler, applies
Faster, it is higher to reduce high-altitude dismantling operational security for work speed, reduces operation platform and bed die plate material, reduce it is artificial,
Cost is saved, reinforced concrete construction finishes rear platform and do not remove.And it is not required to setting manhole, it is whole that binder structure is not destroyed
Property, it more can guarantee quality, it is stronger reliable to set up platform than traditional fashioned iron.Binder bottom plate is made using prefabricated cover board in hollow pier
For bed die and construction operation platform, binder and pier shaft need not pouring construction together, pier construction is not influenced, when saving total body construction
Between.
Preferably, the binder applied includes binder in pier；The chamfering of step I applies inside pier shaft, is pier
Chamfering between body inner wall and binder bottom；The binder applied in step IV is binder in pier.
Further, binder includes bottom plate and top plate in the pier applied；The chamfering of step I applies the binder bottom plate in pier
Bottom is the chamfering in pier shaft inner wall and pier between binder bottom base plate；The binder applied in step IV is binder bottom plate in pier.
Still further, setting up full framing and matched template system on binder bottom plate in the pier for having applied completion, make
For binder top board construction platform and bed die in pier, then apply binder top plate in pier.
As another preferred solution, the binder applied includes binder between pier；Before step I, pier construction to binder
When the section of lower section, the built-in fitting for installing bracket is applied on the opposite two sidewalls of two pier shafts；After step II, described pre-
Bracket is installed on embedded part, and sets up constructing tie beam platform and bed die between pier, then apply binder between pier.
Further, binder includes bottom plate and top plate between the pier applied；Between the pier set up on the built-in fitting and bracket
Constructing tie beam platform and bed die are for applying binder bottom plate between pier, and binder bottom plate is removed the bracket and applied after the completion of applying between pier
Work platform and bed die.
Still further, setting up full framing and matched template system on binder bottom plate between the pier for having applied completion, make
Binder top board construction platform and bed die between pier, then apply binder top plate between pier.
Preferably, when binder top plate applies, remain for the manhole for removing full framing and matched template system in advance.
Further, reserved steel bar connector at manhole, full framing and matched template system remove and take out rear enclosed people
Hole.
Preferably, when pier construction to binder section, binder splice, platform to be onstructed are reserved in binder position
And after the completion of bed die applies, then binder main reinforcement is connected in splice.
In conclusion by adopting the above-described technical solution, compared with the prior art, the beneficial effects of the present invention are: being
When the corresponding pier shaft segmental construction of beam, pier shaft is first constructed under binder, and chamfering is as construction in later period platform fulcrum, after creeping formwork climbs
Set up the construction that platform carries out binder in turn again.Pier inner part binder uses prefabricated board as operation platform and end template, no
It must set up section steel platform, operate simpler, faster, it is higher to reduce high-altitude dismantling operational security for speed of application, reduces construction
Platform and bed die plate material reduce manually, have saved cost, reinforced concrete construction finishes rear platform and do not remove.And it is not required to
Manhole is set, does not destroy binder structural integrity, more can guarantee quality, it is stronger reliable to set up platform than traditional fashioned iron.It is empty
In the heart pier binder bottom plate using prefabricated cover board as bed die and construction operation platform, binder and pier shaft need not pouring construction together,
Pier construction is not influenced, the overall construction time is saved.
Detailed description of the invention
Fig. 1 is 1 step I of embodiment-II schematic diagram.
Fig. 2 is 1 step III of embodiment-IV schematic diagram.
Fig. 3 is 2 step schematic diagram one of embodiment.
Fig. 4 is 2 step schematic diagram two of embodiment.
Fig. 5 is 2 step schematic diagram three of embodiment.
Fig. 6 is 3 step schematic diagram one of embodiment.
Fig. 7 is 3 step schematic diagram two of embodiment.
Fig. 8 is embodiment 2 or 3 step schematic diagrams.
Label corresponding to component in attached drawing:
Section, H2- binder section, H3- binder top section below H- pier shaft, H1- binder；
Chamfering, 1 constructing tie beam platform of 2- embodiment and bed die, 3- between 1 pier shaft of 1- embodiment and binder bottom are implemented
1 binder of example；
In chamfering, 2 pier of 5- embodiment between 2 pier shaft inner wall of 4- embodiment and binder bottom binder construction of bottom plates platform and
Binder bottom plate in bed die, 2 pier of 6- embodiment, binder top plate full framing and matched template system, 8- are implemented in 2 pier of 7- embodiment
Binder top plate in 2 pier of example；
Binder bottom plate between binder bottom plate platform support and matched template system, 3 pier of 10- embodiment between 3 pier of 9- embodiment,
Binder top plate between binder top plate full framing and matched template system, 12- pier between 11- pier.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right
The present invention is further elaborated.It should be appreciated that described herein, specific examples are only used to explain the present invention, not
For limiting the present invention.
Embodiment 1
Present embodiment discloses a kind of asynchronous constructions of hollow thin-walled high pier binder pier beam, include the following steps:
I applies the chamfering between pier shaft and binder bottom as shown in Figure 1, when pier construction to binder section；
II is not as shown in Figure 1, remove pier body formwork, and continue up and apply pier shaft binder section and pier shaft binder top section；
III is as shown in Fig. 2, set up prefabricated board in the chamfering of step I, as constructing tie beam platform and bed die；Prefabricated board
It can be lifted by pier shaft top open part and enter pier shaft and ride upon in chamfering；
IV is as shown in Fig. 2, apply binder on the operation platform and bed die of step III.
Pier construction in the present embodiment uses climbing formwork for construction engineering method or slding form operation engineering method.Construction through this embodiment
Engineering method, pier shaft can continue to construct, and when pier construction to binder top section, then carry out constructing tie beam, also, when constructing tie beam
Pier shaft is constructed simultaneously, and the construction of binder is made not influence the construction of pier shaft, and therefore, the present embodiment can be to the construction period
In advance.
The present embodiment is equally suitable for binder top plate in binder top plate between the pier of hollow thin-walled high pier and bottom plate, pier and bottom plate
With can be implemented using the construction of the present embodiment.Particularly, the present embodiment is particularly suitable for applying for binder bottom plate in pier
Work.The reason is that, demoulding difficult problem is not present in binder bottom plate between pier, existing platform support method can be used.Binder between pier
Binder top plate in top plate and pier can be used since the height of binder bottom plate is smaller in binder bottom plate or pier between pier for the two
Platform support method.And the engineering method of the present embodiment is used in the construction of binder bottom plate in pier, solve in pier binder because of distance ground
Face is higher to be not easy the problem of setting up platform support, and the prefabricated board of the present embodiment does not need reserved manhole and removed, therefore,
The present embodiment is particularly suitable for the construction of binder bottom plate in pier.
Embodiment 2
On the basis of embodiment 1, as shown in Fig. 3-5,8, the binder that the present embodiment is applied is binder in pier, provides one
The construction of binder in kind pier.As shown in Figure 3-4, the chamfering of step I applies inside pier shaft, is pier shaft inner wall and binder bottom
Chamfering between portion；The binder applied in step IV is binder in pier.
As shown in figure 8, binder includes bottom plate and top plate in the pier applied；As shown in Figure 3-4, the chamfering of step I applies
The binder bottom base plate in pier is the chamfering in pier shaft inner wall and pier between binder bottom base plate；The binder applied in step IV
For binder bottom plate in pier.
As shown in figure 5, full framing and matched template system are set up on binder bottom plate in the pier for having applied completion, as
Binder top board construction platform and bed die in pier, then apply binder top plate in pier.
When binder top plate applies, remain for the manhole for removing full framing and matched template system in advance.Steel is reserved at manhole
Muscle connector, full framing and matched template system remove and take out rear enclosed manhole.
When pier construction to binder section, binder splice is reserved in binder position, platform and bed die to be onstructed have applied
Cheng Hou, then binder main reinforcement is connected in splice.
Embodiment 3
On the basis of embodiment 1, as shown in figs 6-8, the binder that the present embodiment is applied binder between pier, provides one kind
The construction of binder between pier.As shown in fig. 6, before step I, it is opposite in two pier shafts below pier construction to binder when section
Two sidewalls on apply built-in fitting for installing bracket；After step II, bracket is installed on the built-in fitting, and set up
Constructing tie beam platform and bed die between pier, then apply binder between pier.
As shown in figure 8, binder includes bottom plate and top plate between the pier applied；As shown in fig. 6, on the built-in fitting and bracket
Constructing tie beam platform and bed die remove institute after the completion of binder bottom plate applies between pier for applying binder bottom plate between pier between the pier set up
State bracket and operation platform and bed die.
As shown in fig. 7, full framing and matched template system are set up on binder bottom plate between the pier for having applied completion, as
Binder top board construction platform and bed die between pier, then apply binder top plate between pier.
When binder top plate applies, remain for the manhole for removing full framing and matched template system in advance.Steel is reserved at manhole
Muscle connector, full framing and matched template system remove and take out rear enclosed manhole.
When pier construction to binder section, binder splice is reserved in binder position, platform and bed die to be onstructed have applied
Cheng Hou, then binder main reinforcement is connected in splice.
Embodiment 4
Fig. 3-8 on the basis of embodiment 2 and 3, and based on embodiment 2 or 3, the present embodiment provides a kind of hollow thin-walls
The asynchronous construction of pier binder pier beam, includes the following steps:
A. it is applied on the opposite two sidewalls of two pier shafts for installing the pre-buried of bracket when section below pier construction to binder
Part；
B. when pier construction to binder section, the chamfering in pier between binder bottom base plate and pier shaft inner wall is applied；
C. pier body formwork is not removed, and continues up and applies pier shaft binder section and pier shaft binder top section, in pier construction
When to binder section, binder splice is reserved；
D. prefabricated board is set up in chamfering in stepb, as binder construction of bottom plates platform and bed die in pier, then applies pier
Interior binder bottom plate；
E. after binder underplate concrete reaches normal intensity in pier, full framing is set up on binder bottom plate in pier,
Binder top plate in pier is applied again, and remains for removing the manhole of full framing in advance；
F., bracket is installed on the built-in fitting in step a, and sets up binder construction of bottom plates platform and bed die between pier, then apply
Binder bottom plate between pier；
G. after binder underplate concrete reaches normal intensity between pier, full framing is set up on binder bottom plate between pier,
Binder top plate between pier is applied again, and remains for removing the manhole of full framing in advance.
Step d-e applies the step sequence of binder in pier and step f-g is applied and limited between the step sequence of binder without sequence between pier,
It is still implementable after exchanging, or efficiency of the practice is higher simultaneously.
The asynchronous construction principle of hollow thin-walled high pier binder pier beam are as follows: when the corresponding pier shaft segmental construction of binder, in pier shaft
Installation of the bracket built-in fitting for part constructing tie beam platform between later period pier, first and pier shaft integrated construction inside pier shaft is arranged in outside
Chamfering is as construction in later period platform fulcrum under binder, and carries out binder reinforcing bar and reserve, and sets up in turn again after creeping formwork climbs flat
The construction of platform progress binder.Part binder sets up platform using fashioned iron between pier, removes platform after reinforced concrete construction；Pier
Inner part binder is using prefabricated board as operation platform and end template, it is not necessary to set up section steel platform, operate simpler, speed of application
Faster, it is higher to reduce high-altitude dismantling operational security, reduces operation platform and bed die plate material, reduces artificial, saving
Cost, reinforced concrete construction finish rear platform and do not remove.And it is not required to setting manhole, binder structural integrity is not destroyed, more can
Guarantee quality, it is stronger reliable to set up platform than traditional fashioned iron.Binder bottom plate is using prefabricated cover board as bed die in hollow pier
And construction operation platform, binder and pier shaft need not pouring construction together, do not influence pier construction, save the overall construction time.
The Specific construction process and operating procedure of the present embodiment are illustrated below:
1. platform support built-in fitting is arranged between pier
Bracket built-in fitting is made of steel plate, planar dimension 70cm × 70cm, steel plate thickness 3cm.It is inserted into after cutting hole on steel plate
Diameter 32mmHRB400 reinforcing bar is as anchor bar, and (plug welding+fillet weld group is welded for steel plate and one face paste of anchor bar weldering one side plug welding
Formed) entirety, reinforcement installation spacing 20cm are formed with steel plate.Reserving hole on steel plate, for installing 32mm finish rolling deformed bar
As to drawing reinforcing bar, horizontal space 36cm, vertical spacing 22.5cm.Pre-embedded steel slab is close to pier body formwork installation, and anchor bar buries
Enter in concrete.To corresponding installation pvc pipe on rear side of reinforced hole is drawn, as later period installation to the duct for drawing reinforcing bar, duct is crossed whole
A pier shaft concrete.The unilateral pre-buried 5 blocks of steel plates of pier shaft.
2. the processing of platform support bracket and installation between pier
Bracket is made of steel plate, planar dimension 70cm × 70cm, steel plate thickness 3cm.It is erected on 70cm × 70cm steel plate
To 4 corner cut supporting steel plates of welding, corner cut supporting steel plate high 36cm, spacing 18cm, thickness 3cm.Weldering at the top of corner cut supporting steel plate
Meet billet, billet planar dimension 64cm × 28cm, thickness 3cm.Steel plate welding is all made of fillet weld, weld bead height hf=
12mm.Reserving hole on steel plate is used as installing 32mm finish rolling deformed bar to drawing reinforcing bar, horizontal space 36cm, it is vertical between
Away from 22.5cm.Bracket is fitted closely with pre-embedded steel slab and is welded together, and penetrates 32mm finish rolling deformed bar, installs fining twisted steel
Double nut is added using backing plate when muscle.Apply prestressing force to finish rolling deformed bar to carry out guaranteeing that bracket and pre-embedded steel slab are close to drawing
Fitting, meets top construction stress requirement.
3. platform support and bed die installation between pier
Distribution beam and in length and breadth beam is arranged in platform support between pier.Bracket carries out the installation of distribution beam, distribution beam after being installed
Using I56b I-steel, it is mounted on bracket top surface.After I-steel distribution beam is installed, it is horizontal that top surface direction across bridge installs load-bearing
Beam, load bearing cross beam use I56b I-steel, and 11 I-steel (the wherein hollow range of binder 7, binders are arranged in spacing 60cm altogether
Each 2 of the every side in web bottom).I-steel load bearing cross beam top surface uses I16 I-steel to stringer, stringer is installed again along bridge,
Away from 60cm, 11 I-steel are set altogether.Stringer beam-ends chooses each 1m of binder width range, as construction walking width, each layer work
Word steel welds firm formation operation platform.Binder end template uses assembled steel form between pier, uses sponge strip or double between template
Face adhesive tape clogs closely knit, mortar leakage prevention.Full framing is set up between platform and bed die as support, full framing uses φ 48mm steel
Pipe is set up, and step pitch and line-spacing are 60cm, and pedestal, jacking, cross bar, brace are set etc., guarantee bracket stable.Binder branch between pier
Frame system uses sectional shelf-unit form, and entire bracket consists of two parts, and top is divided into bowl fastening type full hall scaffold, and lower part is then
For I-steel girder structures, I-steel spandrel girder is mounted on the bracket welded with pier shaft built-in fitting.Reinforcing bar, template and bracket
It is lifted using tower crane, cooperation is manually installed.Mould casting, and internal vibration are entered using concrete pump pump concrete
Stick vibration compacting.
4. pier inner platform and end template construction
Operation platform and binder end template use the prefabricated cover board of armored concrete, cover board thickness 30cm, the piecemeal outside pier in pier
It is installed in lifting to pier after pouring molding.Chamfering is increased in size and is poured under binder in pier, installs and supports as cover board.Chamfering coagulation
Soil thickeies 20cm, and reinforcement increases reinforcing bar and carries out reinforcement, and vertical and horizontal reinforcing bar diameter and spacing are fallen with original design
Angle steel muscle is consistent.
5. binder internal model and bracket installation
Binder internal model is using assembled plank sheathing, the support of bowl fastening type full framing.Full framing is set up using φ 48mm steel pipe,
Step pitch and line-spacing are 60cm, and pedestal, jacking, cross bar, brace are set etc., guarantee bracket stable.Internal model is in strict accordance with design
Size installation, is held out against using bracket.Mortar leakage prevention is sealed using foamed glue at form joint.
6. binder reinforcement fabrication and installation
When the corresponding pier shaft segmental construction of binder, it is pre-buried to carry out binder main reinforcement, after carry out binder after the completion of putting up platform again
The connection of main reinforcement, and other reinforcing bars are installed.
1) main reinforcement production and installation
Binder main reinforcement is mechanically connected using straight spiral grains sleeve, to avoid reinforcing steel bar bear section is reduced.Metal is used first
Sawing machine cutting head, then uses screw-rolling machine thread.It is cooled down, is forbidden using oil using water-soluble cutting coolant when thread is processed
Class coolant liquid, or coolant liquid is not added and carries out the processing of silk head.After reinforcing bar rolled thread, silk head surface is cleaned out.It is estimated first
It checks, is then checked that free from admixture or bad silk are answered in silking surface using calliper again, silk area of bed should meet the requirements.It was found that not
When the silk head of qualification, it is necessary to cut away silk head, ascertain the reason and re-worked after solving, forbid to carry out secondary rolling on precursor head
Silk.To qualified steel bar head is examined, end is polished smooth using abrasive machine, is smooth, it is spare to put on plastics protective cap.It is pre-buried
It is installed together with pier shaft reinforcing bar after section reinforcing bar set upper bush, sleeve screws in half, the other half gives over to connecting interface.Reinforcing bar connects it
Before, first the plastics protective cap on steel bar head is removed and recycled, checks whether screw thread is intact, must be cleared up with iron brush if any sundries
It is reconnected after clean.Reinforcing bar one end to be connected is aligned with the sleeve of connected reinforcing bar one end, then with spanner by connecting pin
Steel bar end is screwed into connected end cap cylinder.
2) other reinforcement fabrications and installation
Other reinforcing bars unify machine-shaping in reinforcing bar field, using bar cropper blanking, are bent to using angle-bender
Type.Semi-finished product reinforcing bar after brake forming is transported to working face using tower crane and is installed, installation in strict accordance with drawing requirement into
Row.
7. concreting and maintenance
Binder concrete is poured in three times, i.e., first bottom plate top plate after web again.Concreting layered carries out cloth
Material, lift height 30cm.Cloth must assure that concrete free-electron model height is no more than 2m to prevent concrete disintegration and is more than
When 2m, tumbling barrel or chute cloth are set.It to seek quickness to insert using poker vibrator vibration compacting, when vibrating and pull out slowly, be inserted perpendicularly into
In concrete, and it is inserted to preceding layer and pours concrete.Forbid that concrete is driven and lifted with vibrating spear, the mobile spacing of vibrating spear must not exceed
1.5 times of effect vibration radius；Uniform tunneling boring is wanted to vibrate when vibrating, effect is not sunk with the bubble that holds one's breath, concrete and surface is flat
Subject to smooth, bleeding.Vibrating sufficiently to prevent the generation of over vibration, owed to shake and leakage phenomenon.Uniform stationing when vibration, lower layer's concrete is not
Jolt ramming forbids upper layer material to enter mould.Vibrating spear insertion site and reinforcing bar, template keep certain distance, in order to avoid damage permanent structure shadow
Ring construction quality.Concreting is completed to carry out sprinkling maintenance operation in time, during concrete curing, reduces surface coagulation to the greatest extent
The exposure duration of soil, concrete exposure is closely covered in time, prevents surface moisture from evaporating.Exposure protective layer coagulation
Before native initial set, covering should be rolled, with trowel rubbing and pressure surface at least two times, is covered again after being allowed to smooth, at this time it should be noted that covering
Cover material not contact concrete surface directly, until concrete final set.During concrete belt mould conserves, band mould packet should be taken
It wraps up in, water, spraying the measures such as watering progress moisturizing, moist maintenance, guaranteeing unlikely desiccation at form joint.After demoulding, after
It is continuous using covering watering moisture-keeping maintaining to providing age.
8. bracket and form removable
Construction manhole is reserved at the top of binder in advance, as the channel for removing internal model and bracket.Bracket and template blocked breaking
It removes, is taken out by manhole.It is reserved at manhole and connects a batch reinforcing bar, after the completion of removing work, manhole is closed.Platform removal between pier
When, holder jacking is first retracted, is separated from platform and end template with concrete surface, then piecemeal form removal and platform I-shaped
Steel, tower crane are allocated and transported to designated place.Pier inner platform cover board is without removing.
9. material and facility
The equipment that this engineering method needs mainly has: steel bar processing equipment, material hanging device, welding equipment, concrete transportation
And equipment of vibrating etc..This engineering method in addition to reinforcing bar, concrete main material, need to material be mainly that platform and bracket set up material.
10. mass controls
1) hollow thin-walled high pier binder " pier beam asynchronous method " construction must be in accordance with " highway bridge and culvert construction technique normalizing " (JTG/
TF50-2011 relevant regulations).
2) platform support bracket and pre-embedded steel slab fit closely installation, penetrate 32mm finish rolling deformed bar and apply prestressing force
It carries out to drawing, stretching force is computed determination, guarantees that bearing capacity is met the requirements.Platform support weld seam must it is conscientiously qualified on inspection after
It reuses.
3) when bed die is installed between pier, local directed complete set is carried out using jack, guarantees that absolute altitude meets design requirement.
4) in pier under binder chamfering be increased in size pour as cover board install support, chamfer height is constant, and top is widened
20cm, widened section increase reinforcing bar and carry out reinforcement, and vertical and horizontal reinforcing bar diameter and spacing 12cm design chamfering with original
Reinforcing bar is consistent.
5) widened section chamfering top mark height is in designed elevation 30cm, for placing prefabricated cover board.Cover board thickness 30cm guarantees
Cover board top surface be that bottom elevation is consistent.Cover board arrangement of reinforcement is determined by calculating.
6) reinforcing bar uses straight thread rolled thread, cleans out silk head surface after the completion of thread, is checked using calliper.Hair
When existing underproof silk head, it is necessary to cut away silk head and re-work, forbid to carry out secondary rolled thread on precursor head.To qualified steel
End is polished smooth with abrasive machine, is smooth by muscle silk head, and puts on the plastics protective cap of same specification immediately.
7) connecting pin steel bar end is aligned with connected end cap cylinder when main reinforcement connects, is screwed up with a wrench.Using torque wrench
It is checked, guarantees quality of connection.
8) concreting layered carries out cloth, lift height 30cm, and concrete free-electron model height is no more than 2m.Make
With poker vibrator vibration compacting, uniform stationing when vibration prevents the generation of over vibration, owed to shake and leakage phenomenon, lower layer's concrete is not
Jolt ramming forbids upper layer material to enter mould.
9) concreting is completed to carry out sprinkling maintenance operation in time, reduces surface concrete to the greatest extent during concrete curing
Exposure duration, prevent surface moisture from evaporating.Maintenance is whole to guarantee that concrete surface is wet.
10) construction manhole is reserved at the top of binder connect batch reinforcing bar bending after be tightly attached in template, dug out immediately after form removable,
And it cleans out.When manhole blocks, it is necessary to according to etc. strong principle carry out reinforcing bar reinforcement.
11. performance analysis
1) construction binder corresponds to pre-buried bracket when the pier shaft of segment, sets up platform in turn again after creeping formwork climbs, is
Beam construction, is not take up the pier construction time, and single binder is saved the time 20 days than conventional synchronization construction method.
2) using prefabricated cover board as operation platform in pier and end template, easy to operate, speed of application is fast, reduces bracket
The investment of fashioned iron and bed die plate material, and reduce installation and remove artificial, 100,000 yuan of per pass binder save the cost.
3) binder bottom plate uses prefabricated cover board as construction operation platform in hollow pier, sets up platform more than traditional fashioned iron
It is solid and reliable, and reduce the more high risk operations such as high-altitude installation, dismounting, it constructs safer.
4) binder bottom plate uses prefabricated cover board as end template in hollow pier, is not required to setting manhole, does not destroy binder structure
Globality more can guarantee quality.
12. case history
1) National Highway Gansu, Yinchuan to Baise sugar water fort to Qingcheng County to Yonghe County that 23 innings of groups of iron undertake the construction of in
Section TYKZ3 marks long 19.615km, completely amounts to 2 grand bridges, and ancient benefit ditch grand bridge, all the time gutter grand bridge are that Long span connects
Continuous rigid frame bridge, main bridge substructure pier shaft are designed as rectangle hollow Thin-Wall Piers, the road 1-2 binder are arranged between the width pier shaft of left and right.Its
In all the time gutter grand bridge because of pier high (the maximum high 163m of pier), across big (maximum span continuous rigid frame 180m) occupy Asia same type bridge
Beam second, the duration is tight, and difficulty is big.Hollow thin-walled high pier binder is constructed using " pier beam asynchronous method ", is amounted to and is completed 8 constructing tie beams,
Success rate 100%.The technology easy construction, progress, safety, quality have obtained good control, achieve preferable society and
Economic benefit.
2) Gansu Province's sweet tea of construction ancient beneficial ditch grand bridge of highway TYKZ3 mark, all the time forever is undertaken the construction of for 23 innings of You Zhongtie
The main bridge substructure pier shaft of gutter grand bridge is designed as rectangle hollow Thin-Wall Piers, and the road 1-2 binder is arranged between pier shaft or so width, wherein
Highest pier shaft is all the time No. 7 piers of gutter grand bridge, the high 163m of pier shaft.In work progress, project management department is in the warp for drawing each side expert
It tests at drawn game under the guidance of relevant expert, success is achieved using " pier beam asynchronous method " construction for hollow thin-walled high pier binder, it is existing
Having used this method construction to complete, ancient beneficial ditch grand bridge, all the time gutter grand bridge amounts to 8 pier shaft constructing tie beams, safety, quality
Effective guarantee is obtained.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within mind and principle.
Claims (10)
1. a kind of asynchronous construction of hollow thin-walled high pier binder pier beam, which comprises the steps of:
When I pier construction to binder section, the chamfering between pier shaft and binder bottom is applied；
II does not remove pier body formwork, and continues up and apply pier shaft binder section and pier shaft binder top section；
III sets up prefabricated board in the chamfering of step I, as constructing tie beam platform and bed die；
IV applies binder on the operation platform and bed die of step III.
2. the asynchronous construction of hollow thin-walled high pier binder pier beam according to claim 1, it is characterised in that: what is applied is
Beam includes binder in pier；The chamfering of step I applies inside pier shaft, the chamfering between pier shaft inner wall and binder bottom；Step
The binder applied in IV is binder in pier.
3. the asynchronous construction of hollow thin-walled high pier binder pier beam according to claim 2, it is characterised in that: the pier applied
Interior binder includes bottom plate and top plate；The chamfering of step I applies the binder bottom base plate in pier, is binder bottom in pier shaft inner wall and pier
Chamfering between board bottom portion；The binder applied in step IV is binder bottom plate in pier.
4. the asynchronous construction of hollow thin-walled high pier binder pier beam according to claim 3, it is characterised in that: applying
At pier in set up full framing and matched template system on binder bottom plate, as binder top board construction platform and bed die in pier,
Binder top plate in pier is applied again.
5. the asynchronous construction of hollow thin-walled high pier binder pier beam according to claim 1, it is characterised in that: what is applied is
Beam includes binder between pier；Before step I, below pier construction to binder when section, applied on the opposite two sidewalls of two pier shafts
For installing the built-in fitting of bracket；After step II, bracket is installed on the built-in fitting, and it is flat to set up constructing tie beam between pier
Platform and bed die, then apply binder between pier.
6. the asynchronous construction of hollow thin-walled high pier binder pier beam according to claim 5, it is characterised in that: the pier applied
Between binder include bottom plate and top plate；Constructing tie beam platform and bed die are for applying pier between the pier set up on the built-in fitting and bracket
Between binder bottom plate, binder bottom plate removes the bracket and operation platform and bed die after the completion of applying between pier.
7. the asynchronous construction of hollow thin-walled high pier binder pier beam according to claim 6, it is characterised in that: applying
At pier between set up full framing and matched template system on binder bottom plate, as binder top board construction platform and bed die between pier,
Binder top plate between pier is applied again.
8. the asynchronous construction of hollow thin-walled high pier binder pier beam according to claim 4 or 7, it is characterised in that: binder top
When plate applies, remain for the manhole for removing full framing and matched template system in advance.
9. the asynchronous construction of hollow thin-walled high pier binder pier beam according to claim 8, it is characterised in that: reserved at manhole
Splice, full framing and matched template system remove and take out rear enclosed manhole.
10. the asynchronous construction of hollow thin-walled high pier binder pier beam according to claim 1, it is characterised in that: pier construction
When to binder section, binder splice is reserved in binder position, after the completion of platform and bed die to be onstructed apply, then in splice
Upper connection binder main reinforcement.
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| CN111979925A (en) * | 2020-09-15 | 2020-11-24 | 广西路桥工程集团有限公司 | Construction method for pouring diaphragm plate in hollow thin-wall pier by using fabricated construction platform |
| CN113026573A (en) * | 2021-04-01 | 2021-06-25 | 中铁二十三局集团第三工程有限公司 | Tie beam construction method of multi-beam cable tower |
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| CN114892530A (en) * | 2022-05-22 | 2022-08-12 | 中建八局第二建设有限公司 | Arc-shaped body combined template supporting structure of ultrahigh double-layer arc-shaped tie beam and construction method |
| CN114892530B (en) * | 2022-05-22 | 2023-10-03 | 中建八局第二建设有限公司 | Arc body combined formwork supporting structure of ultrahigh double-layer arc tie beam and construction method |
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