CN104264592B - A kind of continuous beam construction method - Google Patents
A kind of continuous beam construction method Download PDFInfo
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- CN104264592B CN104264592B CN201410541017.8A CN201410541017A CN104264592B CN 104264592 B CN104264592 B CN 104264592B CN 201410541017 A CN201410541017 A CN 201410541017A CN 104264592 B CN104264592 B CN 104264592B
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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
- E01D21/10—Cantilevered erection
Abstract
The present invention relates to building engineering field, in particular it relates to a kind of beams and prestress concrete continuous construction method.The method includes: (1) pours bridge bearing platform and bridge pier shaft；(2) using Support Method to complete No. zero block and the construction of number one block, wherein, described number one block support uses to reserve steel plate at described pier shaft or shift to an earlier date pre-buried mode during in described pier shaft concreting and realizes；(3) on described No. zero block and described number one block, on beam face, track centerline, spelling Hanging Basket are released；(4) in cantilever construction, box beam locking nub concrete uses pumping one-time-concreting molding, and pouring squence is: lateral symmetry carry out, longitudinal ecto-entad laminated pouring；(5) closure segment sequence of construction is first end bay, the most secondary end bay, rear in across, complete system transform construction, wherein said closure segment concrete uses slightly expanded concrete.
Description
Technical field
The present invention relates to building engineering field, in particular it relates to a kind of beams and prestress concrete continuous construction method.
Background technology
Along with starting of China's transport development new round climax, need to build more connect existing highway, railway pre-
Stress concrete continuous bridge, the most efficient arrangement and method for construction needs have the advantages such as little on the most wired operation impact, security risk is little,
Restriction between the many factors such as geological conditions to be considered, weather, financial resources.
Based on above-mentioned analysis, the present invention proposes a kind of efficient, safe continuous beam construction method, can be effectively improved continuous beam
Safety coefficient.
Summary of the invention
The present invention is made, to this end, present invention is primarily targeted at offer one in view of the problem in Construction of continuous beam
Plant efficient Construction of continuous beam scheme, to solve relevant issues.
For reaching above-mentioned purpose, according to an aspect of the invention, it is provided a kind of continuous beam construction method.
The continuous beam construction method of the present invention includes:
(1) bridge bearing platform and bridge pier shaft are poured；
(2) using Support Method to complete No. zero block and the construction of number one block, wherein, described number one block support uses
Described pier shaft is reserved steel plate or shifts to an earlier date pre-buried mode when described pier shaft concreting and realize；
(3) on described No. zero block and described number one block, on beam face, track centerline is released, spelling Hanging Basket, described
Hanging Basket is divided into truss and template two parts, and wherein, described Hanging Basket is installed and utilized described pier construction scaffold to carry out, during installation,
The bolt model of all bolts must not be used with, installs by the design of described Hanging Basket, and flat, spring washer should be assorted, described bolt
One by one with torque-indicating wrench inspection, it is ensured that same model bolt tightness is consistent；
(4) in cantilever construction, box beam locking nub concrete uses pumping one-time-concreting molding, and pouring squence is: lateral symmetry carry out,
Longitudinal ecto-entad laminated pouring；
(5) closure segment sequence of construction is first end bay, the most secondary end bay, rear in across, complete system transform construction, wherein said
Closure segment concrete uses slightly expanded concrete.
Preferably, described stand steel pipe is reserved steel plate and welds when cushion cap pours, and all timbering materials are in processing space
Machining, and carry out examination spelling, support carries out model sheetinstallat after having welded after passed examination.Whole bracket installation
After, after passed examination, proceed by piling prepressing.
Further, using rubble bag during described piling prepressing, its ballast is 1.1 times of beam weight, classification asymmetrical load, often
Level is spaced after having loaded 12 hours and once observes support sedimentation, can load next stage when sedimentation value is less than 2mm.
Further, before loading, observation is once as original absolute altitude, after upper sufficient prefabricating load, carries out measurement of higher degree work,
Twice daily, until settlement stability, no longer till sedimentation, then starting load shedding, often unloading one-level surveys an absolute altitude, unloads completely
Observe again once after load.
Preferably, described No. zero block and pouring of described number one block are carried out at twice, and concrete height waters for the first time
Build at top board chamfering root position.
Preferably, the spelling order of described Hanging Basket is: first main truss, basket of the secondary end, then template, finally other accessory structures.
Further, after described Hanging Basket spelling completes, with the anti-pivot point technique of jack, described extension indigo plant is carried out load test,
The method of described load test is the construction actual loading of simulation weight maximum beam section, uses precompressed multistage loadings, the cloth of load
Form of putting is coincide with actual loading distribution as far as possible.
Preferably, described hanging basket advancing uses jack, utilizes pin to fix jack fulcrum, hanging basket advancing in orbit
Time, jack pair Hanging Basket front fulcrum produces thrust.
Preferably, in described casting process, two ends balance is carried out, and concrete tare weight deviation controls in the range of+3%～-3%；At the beginning of concrete
After Ning, covering cloth one film in time and guarantee maintenance humidity, watering maintenance was no less than 7 days.
Preferably, cast-in-situ box girder uses 630mm serpentine pipe as supporting pile tube, and 45 shaped steel are as distribution beam；300 channel-section steels do
For suitable bridge to distribution beam；All use double faced adhesive tape closely connected at all form joints, mortar leakage prevention；Direct near the pipe pile foundation of pier stud
On cushion cap pre-embedded steel slab be follow-up pile tube be attached (construction basis time must at cushion cap pre-embedded steel slab).
Preferably, during concrete placings by the middle of No. zero block to lateral symmetry placement layer by layer, according to base plate, web, top board
Order is carried out.Use disposal pouring scheme, suitably slow down web speed of perfusion after underplate concrete pours carrying out, to eliminate
Support, template, reinforcing bar etc., wherein, before concrete cast, are carried out once detailed inspection comprehensively by interior mould rising phenomenon.
Further, by longitudinally oblique segmentation during concrete cast, the method for horizontal slice is carried out, and oblique section length controls
About 4m, horizontal slice THICKNESS CONTROL is at 30cm；Concrete vibrates and uses poker vibrator to vibrate, and to pay special attention to during vibrating
Anchor groove, anchor block position, concrete must be closely knit；Top plate concrete cast time, from far near, horizontal tunneling boring advance, first use internal vibration
Rod vibration compacting, further according to box beam end face absolute altitude bracing wire, levelling by trowel entirety large area, finally carry out wharf's pavement quality；Concrete is supported
Raw work should i.e. proceed by covering geotextiles watering maintenance, template to be made, concrete table in curing period after pour concrete initial set the earliest
Face keeps moisture state.
Preferably, described end bay folding method includes: install end bay closure segment stiff skeleton；Stretch-draw end bay closes up bundle, and
Anchoring, but be not in the milk；End bay closure segment formwork erection, assembling reinforcement；Pouring end bay closure segment concrete, simultaneously etc. effect synchronizes to reduce
Close up lateral balance weight, until being 0, to ensure that cantilever end is stable.Demoulding, treats that concrete reaches 90% intensity post-stretching the most pre-
Stress, and anchor.
Preferably, described in include across folding method: in (1) across span centre closure segment suspension bracket install, load；Dress in across across
Middle closure segment stiff skeleton, determines mould absolute altitude；(3) draw time end bay baseboard prestress bundle, and secondary end bay is closed up bundle benefit be pulled to set
Meter tonnage；(4) close up bundle across span centre in drawing and anchor, but not being in the milk；(5) across dragon section formwork erection, assembling reinforcement in；(6) across closing up in building
Section concrete, simultaneously etc. effect synchronizes reduction and closes up lateral balance weight, until being 0, to ensure that cantilever end is stable；(7) the demoulding, waits to mix
Solidifying soil reaches 90% intensity post-stretching vertical prestressing, and anchors.
Preferably, (according to carrying the temperature observation knot carried out the last week when in one day, temperature is relatively low, variations in temperature is relatively stablized
Fruit determines), control to carry out the locking of closure segment stiff skeleton within 20 DEG C of scopes.Welding requirements is quickly completed, during welding
Built-in fitting periphery concrete waters water for cooling, it is to avoid burn concrete, for shortening weld interval when closing up, after stiff skeleton is installed
Weld one end in advance, when closing up, arrange 4 welding machines to be symmetrically welded the other end simultaneously.
Preferably, system transform construction is removed the pre-deflection device of upper and lower pendulum and the connecting bolt of each bearing in time, strictly controls
Around system, symmetry is carried out, wherein the release method of anchoring temporarily reinforcing bar be first with jack by pier-beam temporary consolidation time
Tension of prestressed tendon, to original tonnage, loosens after shedding anchoring nut.
The technical scheme provided by means of the present invention, by efficient Construction of continuous beam scheme, can enter efficiently and safely
Row bridge construction is built, and is effectively improved construction quality.
Other features and advantages of the present invention will illustrate in the following description, and, partly become from description
Obtain it is clear that or understand by implementing the present invention.The purpose of the present invention and other advantages can be by the explanations write
Structure specifically noted in book, claims and accompanying drawing realizes and obtains.
Accompanying drawing explanation
Accompanying drawing described herein is used for providing a further understanding of the present invention, constitutes the part of the application, this
Bright schematic description and description is used for explaining the present invention, is not intended that inappropriate limitation of the present invention.In the accompanying drawings:
Fig. 1 is Construction of continuous beam flow chart；
Fig. 2 is No. zero block and number one block support schematic diagram.
Detailed description of the invention
Functional overview
The present invention is made, to this end, present invention is primarily targeted at offer one in view of the problem in Construction of continuous beam
Plant efficient Construction of continuous beam scheme, to solve relevant issues.
Below in conjunction with the accompanying drawings embodiments of the invention are illustrated.It should be noted that in the case of not conflicting, this
Technical characteristic in inventive embodiment and embodiment can be combined with each other, all within protection scope of the present invention.Additionally, be
It is easy to describe, step number used below, but this should not be construed as limitation of the present invention, it addition, at following methods
Described in each step can perform in the computer system of such as one group of computer executable instructions, and, although
Flow chart shows logical order, but in some cases, can perform shown with the order being different from herein or retouch
The step stated.
Embodiment of the method
According to embodiments of the invention, it is provided that a kind of continuous beam construction method.
Fig. 1 shows the flow process of the continuous beam construction method according to the inventive method embodiment, as it is shown in figure 1, according to this
The continuous beam construction method of inventive method embodiment comprises the steps:
Step S102, pours bridge bearing platform and bridge pier shaft；
Step S104, uses Support Method to complete No. zero block and the construction of number one block；
Step S106, releases track centerline on described No. zero block and described number one block on beam face, and spelling is hung
Basket；
Step S108, in cantilever construction, box beam locking nub concrete uses pumping one-time-concreting molding, and pouring squence is: lateral symmetry
Carry out, longitudinal ecto-entad laminated pouring；
Step S110, closure segment sequence of construction is first end bay, the most secondary end bay, rear in across, complete system transform construction, its
Described in closure segment concrete use slightly expanded concrete.
The technical scheme provided by the present embodiment, can solve the problem in Construction of continuous beam such that it is able to continuous beam
Construction quality.
The details of above-mentioned process is described below in detail.
(1) step S104
No. zero block and number one block use construction with brackets, and embedded bracket built-in fitting → mounting bracket → installation is vertically and horizontally
Distribution beam → installation bed die → set up side supports → installation side template and backform.
Number one block support use pier shaft reserve steel plate or during in pier shaft concreting the most pre-buried.Stand steel pipe
Steel plate welded still pipe is reserved when cushion cap pours.All timbering materials machine in processing space, and carry out examination spelling.
Support carries out model sheetinstallat after having welded after passed examination.After whole bracket installation, through checking
Proceeding by piling prepressing after qualified, No. zero block and number one block rack construction are as shown in Figure 2.
At support and after beam has been set up in length and breadth, carry out piling prepressing.Using rubble bag during precompressed, its ballast is beam weight
1.1 times, hierarchical loading (be divided into 4 grades, respectively 60%, 80%, 100%, 110%, every grade of loading complete after be spaced 12 hours to
Frame sedimentation is once observed, and can load next stage when sedimentation value is less than 2mm), want asymmetrical load during precompressed.
Before loading, observation is once as original absolute altitude, after upper sufficient prefabricating load, carries out measurement of higher degree work, twice daily,
Until settlement stability, no longer till sedimentation, then starting load shedding, often unloading one-level surveys an absolute altitude, sees after unloading completely again
Survey once.
No. zero block and number one block pour and carry out at twice, and concrete height is cast in top board chamfering root position for the first time
Put.
(2) step S106
Hanging Basket associative operation has:
(1) Hanging Basket processing
Hanging Basket is by load bearing system, lifting system, template and mounting system, running gear, and anchor system forms.
Hanging Basket Weight control is in 50 tons.Being specifically shown in Hanging Basket design drawing, the processing of Hanging Basket simultaneously must be by there being qualification
Specialized factory is processed and makes, and carries out examination assembly before dispatching from the factory.
(2) Hanging Basket is installed
Hanging Basket is installed and is utilized pier construction scaffold to carry out.
During installation, the bolt model of all bolts must not be used with, installs by Hanging Basket design, and flat, spring washer should be joined
Together.Bolt is one by one with torque-indicating wrench inspection, it is ensured that same model bolt tightness is consistent.
After No. zero block and number one block beam section complete, according to Hanging Basket design data, determine Hanging Basket spelling control line (main truss
Frame sheet centrage and overall truss center line, be controlled in 0-1 block section back mark line style position with GPS or total powerstation).
Rational lifting scheme is selected according to actual elevating capacity.Then according to first main truss time end basket template again, finally other attached knots
The order of structure carries out the spelling of Hanging Basket.
After construction, beam face releases track centerline, spelling Hanging Basket, spelling order: 1. by every Hanging Basket two panels
Truss glide path position pad is smooth, reaches Hanging Basket setting height(from bottom) → 2. and lays Hanging Basket glide path or track, and fixes.Before installation
Slide plate, rear pinch roller or road wheel → 3. install Hanging Basket truss sheet, install anchor system after Hanging Basket, install horizontal-associate, lateral → 4. pacify
Loading onto crossbeam → 5. and install skid beam and interior mould in Hanging Basket bottom die platform → 6. install → 7. install outer skid beam, front suspension centre, external mold is just
Position.
(3) Hanging Basket static pressure test
After Hanging Basket spelling completes, in order to check actual bearer ability and the security reliability of Hanging Basket system, and obtain corresponding
Elasticity under load and inelastic deformation data and rule, eliminate the inelastic deformation of main truss structure, record corresponding deflection value,
Reference data is provided for suspended pouring of box beam Construction control.With the anti-pivot point technique of jack, hang indigo plant and carry out load test, the side of load test
Method is the construction actual loading of simulation weight maximum beam section, uses precompressed multistage loadings, and the arrangement form of load is tried one's best and reality
Load assignment coincide, with reliability and the accuracy of guarantee test.
No. zero block and number one block prestressing force connect after mud jacking terminates, and are symmetrically installed Hanging Basket.Hanging Basket installation is through inspection
Look into qualified after, start Hanging Basket is carried out precompressed.
(3) step S108
The construction period of the averagely every sections of cantilever construction section considered by 10 days.
Hanging Basket designs according to meropodium block length and the weight of the heaviest locking nub.Hanging Basket is divided into truss and template two parts.
Hanging basket formwork divides side form, bed die, interior mould three part.Side form: side form uses steel form, and panel is steel plate, and backing is
Angle steel skeleton, skeleton uses channel-section steel to be welded.
Box beam locking nub concrete uses pumping one-time-concreting molding.
Pouring squence is: lateral symmetry carry out, longitudinal ecto-entad laminated pouring.
In casting process, two ends balance is carried out, and concrete tare weight deviation controls in the range of+3%～-3%.After concrete initial set, cover in time
Covering cloth one film and guarantee maintenance humidity, watering maintenance was no less than 7 days.
Hanging basket advancing uses jack, utilizes pin to fix jack fulcrum, during hanging basket advancing, jack pair in orbit
Hanging Basket front fulcrum produces thrust.
It is as follows that Hanging Basket moves construction procedure:
The first step:
1. Hanging Basket longeron is in place and anchors
2. control formwork erection elevation, wire-tie, prestressed pore passage install
3. box beam concrete is poured
Second step:
1. tension of prestressed tendon
2. prepare before the demoulding, traveling
3. guarantee to topple during traveling safety
3rd step:
1. Hanging Basket symmetry traveling, vertical shift mileage of must controlling well
2. vertical shift should slowly uniformly, slideway pad copy dead
4th step:
1. should examine after suspended basket puts in place
2. anchor rod should the company of tightening
3. adjust formwork erection elevation and check comprehensively
Have in existing pouring construction:
(1) support
Check before model sheetinstallat whether template meets the requirements with or without deformation, size, rigidity, flatness, remove residual foreign material,
Carry out abatement processes brushing releasing agent.
Cast-in-situ box girder uses 630mm serpentine pipe as supporting pile tube, and 45 shaped steel are as distribution beam.300 channel-section steels are as along bridge
To distribution beam (being used as the material that the material of support all uses upper vehicle bridge trestle platform and Yellow River Bridge trestle platform to pull down).All moulds
Plate seam crossing all uses double faced adhesive tape closely connected, mortar leakage prevention.Near the pipe pile foundation of pier stud after directly on cushion cap, pre-embedded steel slab is
Continuous pile tube be attached (construction basis time must at cushion cap pre-embedded steel slab).
(2) cast of cast-in-situ box girder concrete and maintenance
Box beam concrete cast is the most important thing of box girder construction, is layered to lateral symmetry by the middle of 0# block during concrete placings
Pour, carry out according to base plate, web, the order of top board.Use disposal pouring scheme, carry out after underplate concrete pours suitable
When slowing down web speed of perfusion, with mould rising phenomenon in eliminating.
Before concrete cast, support, template, reinforcing bar etc. are carried out once detailed inspection comprehensively, agrees to rear through supervising engineer
Cast can be started.By longitudinally oblique segmentation during concrete cast, the method for horizontal slice is carried out, and oblique section length controls at 4m left
The right side, horizontal slice THICKNESS CONTROL is at 30cm.
Concrete vibrates and uses poker vibrator to vibrate, and special messenger should be sent to be responsible for, anchor to be paid special attention to during vibrating when vibrating
Groove, anchor block position, concrete must be closely knit.
Top plate concrete cast time, from far near, horizontal tunneling boring advance.First with internal vibration rod vibration compacting, further according to
Box beam end face absolute altitude bracing wire, levelling by trowel entirety large area, finally carry out wharf's pavement quality.
Concrete health preserving work should i.e. proceed by covering geotextiles watering maintenance after pour concrete initial set the earliest.Want in curing period
Template, concrete surface is made to keep moisture state.
(4) step S110
Close up order for first end bay, the most secondary end bay, rear in across.Welding closure segment stiff skeleton, prestressing force is closed up in stretch-draw
Bundle, pours into a mould closure segment concrete, and closure segment concrete uses slightly expanded concrete.
(1) end bay closure
Pier kingpost cantalever end adds balance weight.
End bay closure section stiff skeleton is installed.
Stretch-draw end bay closure bundle, and anchor, but be not in the milk.
End bay closure section formwork erection, assembling reinforcement.
Pouring end bay closure section concrete, simultaneously etc. effect synchronizes to reduce closure lateral balance weight, until being 0, outstanding to ensure
Arm end is stable.Demoulding, treats that concrete reaches 90% intensity post-stretching vertical prestressing, and anchors.
(2) midspan closing
A) install across Middle span closing section suspension bracket in, load.
B) across Middle span closing section stiff skeleton in dress, mould absolute altitude is determined.
C) draw time end bay baseboard prestress bundle, and secondary end bay closure bundle benefit is pulled to builder's tonnage.
D) across Middle span closing bundle and anchor in drawing, but it is not in the milk.
E) across dragon section formwork erection, assembling reinforcement in.
F) building midspan closing section concrete, simultaneously etc. effect synchronizes to reduce closure lateral balance weight, until being 0, outstanding to ensure
Arm end is stable.
G) demoulding, treats that concrete reaches 90% intensity post-stretching vertical prestressing, and anchors.
Closure segment concreting selects to complete within one day temperature minimum and stable time period, covers in time after pouring
Watering maintenance.Remove temporary consolidation after closing up at the appointed time, and complete system transform by design code program and bearing is anti-
Power adjusts.
The construction point of each operation has:
1. it should be noted that item before locking closure
Check, adjust two cantilever end closing construction loads so that it is be symmetry equivalent, as time unequal, it is necessary to be adjusted；Multiple
Survey, adjust in across, the amount of deflection of end bay cantilever and the discrepancy in elevation at two ends；Propose observation the last week and understand the variations in temperature before joining the two sections of a bridge, etc and beam-ends
Elevation and the relation of closure section length change；At two cantilever ends according to closure section weight water tank ballast, cantilever ballast before closure
Near-end adds 23.14T/2, and pressur loading weight is the half of closure sections weight；Cantilever far-end ballast 23.14T/2+ template, suspension bracket weight
10.6T/2, ballast uses steel bar framework the first day of the lunar month material water tank, and unloading uses siphon to add Valve controlling, and unloading size is calculated by the depth of water.
Main bridge uses welding stiff skeleton mode to join the two sections of a bridge, etc.During closure, in one day, temperature is relatively low, variations in temperature is more steady
Regularly (determine according to putting forward the temperature observation result carried out the last week), control to carry out closure section stiff skeleton within 20 DEG C of scopes
Locking.Welding requirements is quickly completed, and waters water for cooling at built-in fitting periphery concrete during welding, it is to avoid burn concrete, for contracting
Weld interval during short closure, stiff skeleton welds one end after installing in advance, arranges 4 welding machines to be symmetrically welded during closure simultaneously
The other end.As do not closed up under the joining temperature set, then it is considered as forcing and closes up measure, and recognize with Times designing unit
Can.
4. closure section concrete construction
Closure section concrete is cast in a day low temperature period to be carried out, owing to affecting the many factors of closure section construction, and very
Complexity, in concrete strength propagation process, has poured into a mould the drawing of beam section, pressure effect by bearing from longitudinal both sides, should be as far as possible
Shorten the closure section construction cycle.In construction, closure section concrete mix adds early strength agent, makes concrete reach as early as possible to set
Meter intensity, the prestressing tendon of timely stretch-draw closure section, in case there is crack in concrete.Meanwhile, in order to ensure closure section construction time
Concrete be in steady statue all the time, in concrete placement, utilize cistern discharge valve classification equivalent to unload.Concrete
When intensity reaches drawing requirement, by design sequence stretch-draw closure section prestressing tendon.In the work progress of closure section, to suspension bracket just
Before and after cast concrete, before and after prestressing tendon stretch-draw etc., operating mode is tracked observation.
5. monitoring is measured
2～3 block parts carry out the translocation of amount of deflection and elevation and monitor work in advance, and the most reasonably adjust,
Guarantee closure time the discrepancy in elevation code requirement ± 10mm, misalignment of axe 5mm in the range of.
6. the setting of camber
Arranging of camber determines according to design calculating, and advances constantly adjustment according to practical situation with the stage.Impact is scratched
Degree because of have concrete gravity, Hanging Basket conduct oneself with dignity, Hanging Basket deform, prestressed stretch-draw and loss of prestress, design with reality difference
Different, the contraction of concrete, creep, sunshine and variations in temperature etc..The impact on amount of deflection of these factors must be computed correctly；Concrete waters
Build, after prestressed stretch-draw, shifting Hanging Basket, measure first three, the data in four stages, adjust the ginseng of camber as next joint beam section
Examine.Carry out should avoiding when template elevation adjusts the impact of temperature, carry out the most in the morning, and it is vertical to be normally applied relative elevation method
Mould.Long cantilever phase temperature is to amount of deflection
Impact is relatively big, should be by understanding sunshine and the difference variation change affecting laws to amount of deflection during practice of construction, in order to
It is adjusted, it is achieved accurately join the two sections of a bridge, etc.Model elevation adjustment method refers to following formula:
Hi=Hi sets+a1 × y1+a2 × y2-a3 × y3+fi Xu+f and hangs
In formula: Hi----i section mould absolute altitude；
Hi sets----i section designed elevation；
Y1----Hanging Basket is placed in i-1 beam section, owing to Hanging Basket deadweight causes the i-th beam section end degree of disturbing value of calculation；
The deadweight of y2----the i-th beam section and the later deadweight of each beam section and the 1/2 of closure section are disturbed in the i-th beam section end
Degree value of calculation, honest；
Y3----the i-th beam section prestressing force and later each stage prestressing force are at the i-th beam section end degree of disturbing value of calculation；
The deadweight of a1----Hanging Basket causes beam section end degree of disturbing reduction coefficient, takes 0.5；
The deadweight of a2----beam section and deadweight of each stage generation degree of disturbing reduction coefficient, take a2=measured value/value of calculation；
A3----prestressed stretch-draw disturbs the reduction coefficient of angle value, a3=measured value/value of calculation；
Fi Xu---degree of the disturbing influence value that corresponding beam section is caused by-concrete creep, owing to Creep Effect is more complicated, typically
On the basis of value of calculation obtains, the most suitably increase, honest；
F hangs----consider self degree of disturbing of Hanging Basket and the camber that increases, honest.
System transform construction procedure is: end bay closure segment temporary locking → full-bridge of constructing → release closes up.
By the temporary consolidation of design box beam to be solved with pier shaft, i.e. symmetrical slack top surface of the beam anchoring temporarily presstressed reinforcing steel, faces
Time bearing.Removing the pre-deflection device of upper and lower pendulum and the connecting bolt of each bearing in time, around strict control, symmetry is carried out.Face
Time anchor bar release method be first with jack by tension of prestressed tendon during pier-beam temporary consolidation to original tonnage, unload
Loosen after going to anchor nut.Loosening of pier beam anchoring temporarily need to be accomplished slowly to equalize release, it is ensured that the stability of structure.Whole
During, note absolute altitude change and the deformation of temporary support of each beam section, as abnormal conditions occur, stop operation immediately, look for
Go out reason, to guarantee construction safety.
In sum, by means of technical scheme, Construction of continuous beam can be carried out efficiently and safely, promote bridge and build
Build quality.
The foregoing is only the preferred embodiments of the present invention, be not limited to the present invention, for the skill of this area
For art personnel, the present invention can have various modifications and variations.All within the spirit and principles in the present invention, that is made any repaiies
Change, equivalent, improvement etc., should be included within the scope of the present invention.
Claims (13)
1. a continuous beam construction method, the first step pours bridge bearing platform and bridge pier shaft, and second step uses Support Method to complete the
No. zero block and the construction of number one block, wherein, described number one block support uses and reserves steel plate or described at described pier shaft
Shift to an earlier date pre-buried mode during pier shaft concreting to realize；3rd step on described No. zero block and described number one block in beam face
Upper releasing track centerline, spelling Hanging Basket, described Hanging Basket is divided into truss and template two parts, and wherein, described Hanging Basket is installed and utilized
Described pier construction scaffold is carried out, and during installation, the bolt model of all bolts must not be used with, pacifies by the design of described Hanging Basket
Filling, plain washer, spring washer are assorted, and described bolt is one by one with torque-indicating wrench inspection, it is ensured that same model bolt tightness is consistent；
In 4th step cantilever construction, box beam locking nub concrete uses pumping one-time-concreting molding, and pouring squence is: lateral symmetry carry out, longitudinally by
Laminated pouring outside to inside；5th step closure segment sequence of construction is first end bay, the most secondary end bay, rear in across, complete system transform and execute
Work, wherein said closure segment concrete uses slightly expanded concrete；It is characterized in that: described construction method includes: support steel
Pipe is reserved steel plate and welds when cushion cap pours, and all timbering materials machine in processing space, and carries out examination spelling, and support welds
After passed examination, model sheetinstallat is carried out after having connect；After whole bracket installation, proceed by after passed examination
Piling prepressing；Using rubble bag during described piling prepressing, its ballast is 1.1 times of beam weight, and classification asymmetrical load, every grade has loaded
Being spaced after one-tenth 12 hours and once observe support sedimentation, sedimentation value is less than loading next stage during 2mm；Observation one before being loaded
Secondary as original absolute altitude, after upper sufficient prefabricating load, carry out measurement of higher degree work, twice daily, until settlement stability, no longer settle
Till, then start load shedding, often unloading one-level surveys an absolute altitude, observes once after unloading completely again.
Continuous beam construction method the most according to claim 1, it is characterised in that described No. zero block and described number one block
Pour and carry out at twice, concrete height is cast in top board chamfering root position for the first time.
Continuous beam construction method the most according to claim 1, it is characterised in that the spelling order of described Hanging Basket is: the former head
Purlin, basket of the secondary end, then template, finally other accessory structures.
Continuous beam construction method the most according to claim 1, it is characterised in that after described Hanging Basket spelling completes, with very heavy
Pushing up anti-pivot point technique, described Hanging Basket carries out load test, the method for described load test is the construction of simulation weight maximum beam section
Actual loading, uses precompressed multistage loadings, the arrangement form of load to coincide with actual loading distribution.
Continuous beam construction method the most according to claim 1, it is characterised in that described hanging basket advancing uses jack,
Utilizing pin to fix jack fulcrum on track, during hanging basket advancing, jack pair Hanging Basket front fulcrum produces thrust.
Continuous beam construction method the most according to claim 1, it is characterised in that in described casting process two ends balance into
OK, concrete tare weight deviation controls in the range of+3%～-3%；After concrete initial set, cover cloth one film in time and guarantee maintenance humidity, spilling
Water curing is no less than 7 days.
Continuous beam construction method the most according to claim 6, it is characterised in that cast-in-situ box girder uses 630mm serpentine pipe to make
For supporting pile tube, 45 shaped steel are as distribution beam；300 channel-section steels as along bridge to distribution beam；All use two-sided at all form joints
Glue is closely connected, mortar leakage prevention；Near pier stud pipe pile foundation directly construction basis time at cushion cap pre-embedded steel slab be follow-up pile tube
It is attached.
Continuous beam construction method the most according to claim 1, it is characterised in that during concrete placings by the middle of No. zero block to two
Side symmetry placement layer by layer, is carried out according to base plate, web, the order of top board, uses disposal pouring scheme, is carrying out base plate coagulation
Soil suitably slows down web speed of perfusion after pouring, with mould rising phenomenon in eliminating, wherein, before concrete cast, to support, template, steel
Muscle etc. carry out once detailed inspection comprehensively.
Continuous beam construction method the most according to claim 1, it is characterised in that by longitudinally oblique segmentation, water during concrete cast
The method dividing layer equally is carried out, and oblique section length controls at 4m, and horizontal slice THICKNESS CONTROL is at 30cm；Concrete vibrates employing plug-in type
Vibrator vibrates, anchor groove to be paid special attention to, anchor block position during vibrating, and concrete must be closely knit；Top plate concrete cast time, by as far as
Closely, horizontal tunneling boring advances, first with internal vibration rod vibration compacting, further according to box beam end face absolute altitude bracing wire, by trowel entirety
Large area is levelling, finally carries out wharf's pavement quality；Concrete health preserving work i.e. proceeds by covering geotextiles after pour concrete initial set the earliest
Watering maintenance, in curing period, template to be made, concrete surface keep moisture state.
Continuous beam construction method the most according to claim 1, it is characterised in that described end bay folding method includes: install
End bay closure segment stiff skeleton；Stretch-draw end bay closes up bundle, and anchors, but is not in the milk；End bay closure segment formwork erection, assembling reinforcement；Water
Building end bay closure segment concrete, simultaneously etc. effect synchronizes reduction and closes up lateral balance weight, until being 0, to ensure that cantilever end is stable；
Demoulding, treats that concrete reaches 90% intensity post-stretching vertical prestressing, and anchors.
11. continuous beam construction methods according to claim 10, it is characterised in that include across folding method in described: 1)
In across span centre closure segment suspension bracket install, load；2) across span centre closure segment stiff skeleton in dress, mould absolute altitude is determined；3) time limit is drawn
Across baseboard prestress bundle, and secondary end bay is closed up bundle benefit be pulled to builder's tonnage；4) close up bundle across span centre in drawing and anchor, but not filling
Slurry；5) across closure segment formwork erection, assembling reinforcement in；6) across closure segment concrete in building, simultaneously etc. effect synchronizes reduction and closes up side and put down
Weight, until being 0, to ensure that cantilever end is stable；7) demoulding, treats that concrete reaches 90% intensity post-stretching vertical prestressing, and
Anchoring.
12. continuous beam construction methods according to claim 1, it is characterised in that see according to putting forward the temperature carried out the last week
When the temperature in one day that survey result determines is relatively low, variations in temperature is relatively stablized, control to carry out closure segment strength within 20 DEG C of scopes
Property skeleton locking, welding requirements is quickly completed, and waters water for cooling at built-in fitting periphery concrete during welding, it is to avoid burn coagulation
Soil, for shortening weld interval when closing up, stiff skeleton welds one end after installing in advance, arranges 4 welding machines simultaneously when closing up
It is symmetrically welded the other end.
13. continuous beam construction methods according to claim 1, it is characterised in that remove each in system transform construction in time
The pre-deflection device of upper and lower pendulum of bearing and connecting bolt, strict control around symmetry carry out, wherein anchoring temporarily reinforcing bar
Release method be first with jack by tension of prestressed tendon during pier-beam temporary consolidation to original tonnage, shed anchoring nut after
Loosen.
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| CN105780662B (en) * | 2016-04-08 | 2017-09-08 | 上海城建市政工程（集团）有限公司 | A kind of Long span support amount of deflection controls construction method |
| CN106351128B (en) * | 2016-11-28 | 2019-04-09 | 中交路桥华南工程有限公司 | The construction method of cable-stayed bridge end bay girder |
| CN106988228A (en) * | 2017-03-07 | 2017-07-28 | 荣盛建设工程有限公司 | Prestressed concrete continuous beam girder construction process |
| CN108225896B (en) * | 2018-03-18 | 2023-04-18 | 中铁十九局集团第三工程有限公司 | Cast-in-place continuous beam No. 0 segment bracket static load preloading testing device and testing 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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