CN107447664A - Continuous steel frame construction method for bridge construction - Google Patents
Continuous steel frame construction method for bridge construction Download PDFInfo
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- CN107447664A CN107447664A CN201610381174.6A CN201610381174A CN107447664A CN 107447664 A CN107447664 A CN 107447664A CN 201610381174 A CN201610381174 A CN 201610381174A CN 107447664 A CN107447664 A CN 107447664A
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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 the continuous steel frame construction method for bridge construction, including：(1) first, support, template are processed, mounting bracket, distribution beam；(2) template is laid, bracket precompressed, props up vertical side form；(3) mounting base, web, diaphragm plate reinforcing bar, bottom plate transverse beam and vertical beam；(4) installation internal model, first time concreting are reinforced；(5) water seasoning, dabbing are covered；(6) continuous steel frame template is installed, poured for the second time；(7) water seasoning, tensioning are covered；(8) tensioning is complete, hole path pressure grouting；(9) removal bracket, scene is handled, construction terminates.The present invention overcome in terms of the construction of conventional continuous steel frame existing for anchoring angle and the pipeline partial deviations of longitudinal prestressing strands, vertical prestressing bar reinforcement retraction the problems such as, there is provided a kind of anchoring angle for reducing longitudinal prestressing strands and pipeline partial deviations angle and prevent vertical prestressing bar reinforcement retraction, the features such as completely practicality is workable.
Description
Technical field
The present invention relates to bridge construction field, and in particular to the continuous steel frame construction method for bridge construction.
Background technology
With the development of Modern Traffic transport undertaking, and engineering circles are to big addendum modification expansion joint, the exploitation of rubber support
And application, shrinkage and creep, continuous beam closure, Program for structural Transformation and interior adjustment, camber and Construction control to concrete etc.
The further exploration of problem, China have built increasing large span modernization bridge, multispan prestressed concrete continuous beam
Bridge.More span lengths join continuous bridges and have given full play to that continuous beam stress good integrity, rigidity is big, the vertical deflection under load action
Small, the advantages that deformation is gentle, expansion joint is few, traffic safety is comfortable, overload capacity is big, therefore obtain more and more extensive application.
In terms of the construction of continuous steel frame or exist under line, it is the anchoring angles of longitudinal prestressing strands and pipeline partial deviations, vertical pre-
The problems such as retraction of stress bar reinforcement.
The content of the invention
The purpose of the present invention is to overcome the anchoring angle of longitudinal prestressing strands existing for the construction aspect of conventional continuous steel frame
With pipeline partial deviations, vertical prestressing bar reinforcement retraction the problems such as, there is provided it is a kind of reduce longitudinal prestressing strands anchorage angle
Degree and pipeline partial deviations angle and prevent that vertical prestressing bar reinforcement from bouncing back, complete practicality is workable is used for bridge
The continuous steel frame construction method of building.
The present invention is achieved through the following technical solutions：For the continuous steel frame construction method of bridge construction, including following step
Suddenly：
（1）First, support, template are processed, rear mounting bracket and distribution beam；
（2）In base plate paving template, line carrier precompressed of going forward side by side, vertical side form is then propped up；
（3）Mounting base, web, diaphragm plate reinforcing bar, bottom plate transverse beam and vertical beam；
（4）Installation internal model is simultaneously reinforced, and carries out first time concreting；
（5）Covering water seasoning is carried out to the concrete poured for the first time, dabbing operation is carried out to the concrete layer that maintenance finishes；
（6）Continuous steel frame template is installed, carries out second of concreting；
（7）Covering water seasoning is carried out to the concrete poured for the second time, treats that concrete setting meets strength grade, modulus of elasticity
Tensioning is carried out after reaching more than the 80% of concrete 28d modulus of elasticity；
（8）After tensioning terminates, hole path pressure grouting is carried out；
（9）Removal bracket, is got rid of the danger to scene, is sprinkled water, depositing dust processing, and whole work progress terminates.
Profile steel bracket is located at 1.135m~4.635m positions below block bottom plate pier stud, is arranged along pier shaft upstream and downstream both sides, 1#
Limb upstream side sets 3 Pin brackets, and downstream sets 4 Pin, altogether 7 Pin；2# limbs upstream side sets 4 Pin brackets, and downstream sets 3 Pin, and altogether 7
Pin.［ 40b channel-section steels, 2 ［ 28b channel-section steels and steel plate are welded by 2 for bracket horizon bar, diagonal brace.Horizon bar passes through φ 80mm
Bearing pin and the upper anchoring part pin connection for being embedded in pier shaft.Anchoring part is process using 20mm steel plates, plate size 1070*400*
20mm, two pieces of an anchoring part, steel plate reserves anchor hole, using 20mm round steel through anchor hole and together with pier shaft reinforcement welding,
It is embedded in when pouring pier shaft concrete in pier shaft concrete.Diagonal brace one end is connected with being embedded in the seat pin that casts anchor of pier shaft, one end with
Horizon bar pin joint.Shaped steel is linked to be entirety by horizon bar, diagonal brace by batten plate.To ensure the monolithic stability of bracket, in bracket diagonal brace
Horizontal-associate is set to connect bracket with horizon bar, horizontal-associate is using ［ 32b channel-section steels, ［ 28b channel-section steels make.Used between two limbs 40,
I20a, 32, ［ 28 channel-section steels and steel plate are welded as breast beam, totally 4.
Pier outrigger is tripod bracket, and it is 1.0m 2I32b I-steel as transverse distribution beam, crossbeam above to set spacing
Upper arrangement is by ［ the bed die truss that 10 channel-section steels are welded sets that ［ 20b drops block between truss and distribution beam.
Bracket is horizontal tray in pier, and it is 1.4m 2I32b I-steel as transverse distribution beam above to set spacing, on crossbeam
9 longerons are set, and ［ 28b I-steel sets that ［ 20b drops block, and laying template is formed on longeron to longeron between longeron and distribution beam using 2
Integral construction platform.Built-in fitting and the welding quality control of other link rod members should be strengthened during construction.
The method installation that the installation of bracket is lifted using ground burst spelling group, tower crane burst.
First in the vertical pier body formwork of branch by the embedment template such as bracket and connection shaped steel, and with design size identical bar
Part, which connects, to be integral, it is ensured that its position, accurate, the reduction alignment error of absolute altitude.By it after dismounting pier body formwork
Hang and linked together in pier side with built-in fitting, while connect horizontal leverage, longitudinal and transverse spreader beam and bed die truss is finally installed.
Tripod measures tripod elevation after installing, according to the elevation inverse measured away from the box beam bottom plate discrepancy in elevation, then
It is produced by size and drops bloom, first lay distribution beam, then lays and drop block, bed die is installed on block is dropped, complete block bracket
The installation of construction platform.
End template is reequiped by Pier Formwork, assembled by 2.25m and 1.75m sizing punching blocks, putty is smeared between plate stitch, 6mm is thick
Steel plate makees panel, and ［ 10cm channel-section steels make vertical bars, spacing 40cm, and 2 ［ 18cm channel-section steels make back cord, spacing 80cm.
Box beam side form makees panel using 6mm steel plates, and ［ 10cm channel-section steels make horizontal bar, and back cord is using ［ 10cm channel-section steels assemble truss
Spacing 1.5m, it is assemblied to form by 3.5m, 2.5m, 1m sizing punching block.
Lower floor's inner mold sides are assembled using 0.3m × 1.2m sizing punching blocks, and ［ 8cm channel-section steels make back rib；At chamfering and people hole mould
Plate makees plate face using 1.2cm thickness bamboo slab rubbers, and 10 × 10cm lumps of wood makees back rib；The steel pipes of φ 48 add jacking to support, and steel pipe will be set up
Cross bar and brace are reinforced.Internal model bottom is supported using welding φ 28mm reinforcing bars, prevents from.
Upper strata internal model is reequiped using pier stud internal model, and plate face is 4mm steel plates, and ［ 6.3cm channel-section steels and δ 8mm × 6.3cm steel bands are made
Horizontal bar, spacing 30cm × 40cm, ［ 16cm channel-section steels make back rib, spacing 1.5m, and both sides internal model is made horizontal using φ 80mm steel pipes and screw mandrel
Support.Consider that directly moving forward to 1# blocks makees internal model when internal model designs.Because beam body is higher, to prevent height of drop during concreting
It is excessive to cause concrete disintegration, it is designed into storehouse window, spacing 1.5m, quincuncial arrangement in internal model.
End plate and the key that bulkhead is guarantee cantilever segment end and duct forming requirements, using 6mm steel plates, reinforced liner
Using ［ 8cm channel-section steels do crossbeam, are coupled fixation with side form, internal model with bolt.
According to precompressed data point reuse bed die absolute altitude, using steel plate pad.Before model sheetinstallat, check its physical dimension, put down
Whole degree, the debris in template is removed in time, uniform brushing releasing agent is wanted after precompressed unloading.From span centre to both ends pair during model sheetinstallat
Claim installation, it is stable that two side templates install guarantee simultaneously.Template first is tried to spell after machining in template field.Will be by surveying before model sheetinstallat
Measure team unwrapping wire, it is ensured that smoothly linear, seam is tight, corner angle are clearly demarcated.Pull bar is firm, ensure concrete construction when do not run mould,
Do not rise mould, not spillage.In both sides, beam-ends sets spilled water hole, and concreting can pass through spilled water hole stream when being cleaned to debris in mould
Go out.To template brushing releasing agent before model sheetinstallat.
The monoblock type template that side form is made up of plane template and outer truss, first ground on the scene is by single form and corresponding
Purlin piece be assembled into fritter entirety, be then lifted on bracket and install, because side form is higher, need to a point multilayer install, install first
The layer laggard rower high measurement of template, continues to install a layer template after setting elevation, until side form installs.Then start to install
Internal model, inside and outside intermode make pull bar reinforcing using φ 25mm finish rolling steel, spacing 100cm, wear pvc pipe reusable edible.Side form is set
Timing considers directly move forward to 1# blocks composition Hanging Basket side form.Next installation end head formwork, end head formwork is by figure by steel plate
The locking plug template that paper bar spacing and bellows position make, had not only played a part of template but also can spacer bar and bellows.
Further, the step（1）In, the scheme of bracket installation and distribution beam is as shown in following steps：
（1.1）First in the vertical pier body formwork of branch by the embedment template such as bracket and connection shaped steel, and with design size identical
Rod member, which connects, to be integral；
（1.2）Hung after dismounting pier body formwork and linked together in pier side with built-in fitting, while connect horizontal leverage, finally pacified
Fill longitudinal and transverse spreader beam and bed die truss；
（1.3）Tripod measures tripod elevation after installing, according to the elevation inverse measured away from the box beam bottom plate discrepancy in elevation, then
It is produced by size and drops bloom, first lay distribution beam, then lays and drop block, bed die is installed on block is dropped, completes bracket
Installation.
Further, the step（2）The specific steps of middle bracket precompressed scheme：
（2.1）First, built-in fitting is installed, assembles shelf bracket, installation drops block, lays Hanging Basket bed die；
（2.2）Monitoring measure, sand loading bag, installation jack and finish rolling steel；
（2.3）Respectively in asymmetrical load 40%, 80% and the weight of final load, its corresponding deformation is recorded；（2.4）Symmetrically unloading
Afterwards, its resilience variable quantity is recorded；
（2.5）Precompressed result is counted, and corresponding bed die absolute altitude is adjusted according to result.
Support system precompressed is the important step that support is checked and accepted, and it is the work progress for simulating superstructure to support
Test, be checking supported design whether rationally and whether the necessary condition that can be delivered for use.Bracket, which is set up, to be finished, in order to
The inelastic deformation of tray chamber is eliminated, and measures the elastic deformation value of bracket, ensures the line style and absolute altitude of block, according to design
It is required that enter line carrier precompressed.
Bracket precompressed uses sand pocket and reinforcing bar accumulation load method, two kinds of prestressing force back-pressure method.
Sand pocket and reinforcing bar accumulation load method：Prefabricating load is conducted oneself with dignity not less than beam body, and prefabricating load should reach the 1.1 of total load head
Times.It is 173m3 to pour concrete above bracket for the first time, and by 110% loading, unit weight takes 26KN/m3, and heap loading capacity is 495 tons.
Precompressed carries out piling prepressing, construction period using 1 ton of special sand pocket, and the preparation and sluicing that should carry out the covering of rainy day sand pocket are arranged
Apply.
Prestressing force back-pressure method：Choose stream head aqueduct GG1 pier blocks bracket and carry out precompressed.It is mixed above first time pour bracket
Solidifying soil is 148m3, and by 110% loading, unit weight takes 26KN/m3, and precompressed weight is 424 tons.Precompressed is carried out anti-using fining twisted steel
Pressure, finish rolling steel, is connected on bracket, with thousand by pier 4 piece φ 32 fining twisted steels pre-buried per side using connector during bearing platform construction
Jin top carries out back-pressure to bracket.Construction period, safety prevention measure should be carried out.
It is 42.8T to apply pulling force per side shelf bracket, and every finish rolling steel applies pulling force 214KN；Span centre applies pulling force
107T, it is 535KN that every finish rolling steel, which applies pulling force,；It is required that symmetrically and evenly to apply pulling force during precompressed, avoid biasing.
Further, the step（4）Middle first time concreting pours for continuity, is exported provided with standby concrete
Equipment.Ensure the continuity of concreting, occur without construction joint or cold seam.Construction machinery will not only make adequate preparation, Er Qieyao
Repairing time when considering to break down, standby two concrete tanks of mixing plant, the standby delivery pump in scene, additionally
A standby 300KW generator, blending station configure a set of 750 mixing plant.
Construction machinery should be transported to scene before casting concrete.Mixing plant gets enough cement, sand, stone ready and ensures water
Electricity suppl, machinery allocation must be accomplished continuously to construct, and workmen configures the operating personnel that works in three shifts
Further, the step（7）Middle tension sequence is laterally vertical again behind first longitudinal direction.Tension sequence in stretching process will
The strict regulation progress tensioning by design document, using both ends synchronous tension, and symmetrical progress.Steel strand tension is suitable
Sequence, it then follows principle：Should be using beam center line as the symmetrical tensioning of axle during prestressed strand tensioning.
Longitudinal prestressing steel beam should keep the symmetrical tensioning in the left and right sides in box beam cross section, should keep during longitudinal steel Shu Zhangla
Both ends are synchronous, and tension sequence is short beam after first long beam.Using 4 jack both ends tensioning, control stress for prestressing is designed
1320.6MPa, stretching force 4038.39KN.
Transverse prestress tension sequence：From span centre to the symmetrical tensioning of beam-ends.The tensioning of top plate lateral prestressing tendon uses
The mode of tensioned at one end, stretching end alternate with anchored end, design control stress for prestressing 1339MPa, design stretching force
558.4kN；
Horizontal fining twisted steel tension sequence：Pretensioning bottom plate beam, then plate beam in tensioning, from span centre to the symmetrical tensioning of beam-ends.It is perpendicular
The tensioning for pricking spiral to essence designs stretching force 673kN by the way of tensioned at one end.
Prestressed stretch-draw program：0→10%σcon→20%σcon→σcon（(hold lotus 5min anchorings）.
Presstressed reinforcing steel answers entire beam tension to anchor.To the prestressing tendon of parallel discharge in flat tube, ensureing respectively
When root steel strand wires will not laminate, small-size jack can be used by root tensioning.
Further, the step（8）The method that middle hole path pressure grouting uses vacuum aid grouting.Using emery wheel cuts, in advance
Remaining length after stress rib cuts off cannot be less than 30mm.Presstressed reinforcing steel gap outside anchorage is clogged with cement mortar, in order to avoid emit
Starch and lose grouting pressure.Steam vent is reserved during sealing off and covering anchorage.Pressure flush of water is used in duct before mud jacking, miscellaneous with granulated slag in evacuation aperture etc.
Thing, ensure that duct is unimpeded.Hole internal water accumulation is blown away with air compressor machine after flushing, compressed air will be without oil content.But keep duct to soak,
Make being well combined for cement mortar and hole wall.
Pipeline pneumatic mortar requires closely knit, and hole path pressure grouting uses Special grouting material, and water-cement ratio uses 0.26-0.28.
The 80%-90% of actual mixing water is added in mixer first, starts mixer, is uniformly added into whole grouting materials,
Stir while adding.Whole powders are added and finished, and then quickly stir 3min, add remaining 10%-20% mixing water, are continued
Stir 2min.
Grouting material is extremely pressed into the perdurabgility in duct from stirring, depending on temperature situation, typically in 30min~1h scopes
It is interior.
Grouting material should continuously stir during using preceding and pressure injection, to maintain the uniformity of slurry and mobility.
Piston-type pressure pump or vavuum pump should be used during mud jacking, pressure need to be more than 0.7MPa.
Slurry temperature should be maintained between 5 DEG C -30 DEG C during mud jacking, otherwise should take measures to meet condition.
During mud jacking, curve duct and vertical duct should be entered from the mud jacking pore pressure of minimum point；The hole set to upper lower leaf
Road, mud jacking should be carried out by the order on upper strata after first lower floor.Cement mortar sealing off and covering anchorage must be whole by anchor slab and intermediate plate, exposed steel strand wires
Wrap up, overburden cover ＞ 15mm, be in the milk after sealing off and covering anchorage within 24~48 hours.The grout hole cleared up on anchor plate, ensure grouting
Passage is unobstructed.It is determined that vacuumizing end and grouting end, fairlead, ball valve and joint are installed, and check its function.The slurry that mixes cement makes
Its ratio of mud, fluidity, bleeding reach technical requirements index.Start vavuum pump to vacuumize, make vacuum reach -0.06~-
0.1Mpa simultaneously keeps stable.Start grouting pump, when the slurry of grouting pump output reaches requirement denseness, the delivery pipe on pump is connect
On fairlead on to anchor plate, start to be in the milk.In filling process, vavuum pump keeps continuous work.
When thering is slurry to pass through in the air cleaner for vacuumizing end, the valve of air cleaner front end is closed, is beaten later
Begin to rehearse air valve, and when cement mortar is from the smooth outflow of air bleeding valve, and denseness is suitable with the slurry poured into, it is all that closing vacuumizes end
Valve.Grouting pump works on, and pressure reaches -0.6Mpa or so, holds pressure 1~2 minute.Grouting pump and grouting end valve door are closed, it is complete
Into grouting.Dismantle external pipeline, annex, scavenging air cleaner and valve etc..After completing same day grouting, it is necessary to by all mud that get wet
The equipment of slurry cleans up.Installed in mud jacking end and the ball valve of slurry output end, it should remove and be cleared up in 1 hour after grouting.
The present invention compared with prior art, has the advantage that and had the beneficial effect that：Applying for conventional continuous steel frame can be overcome
The anchoring angle of longitudinal prestressing strands existing in terms of work and pipeline partial deviations, the retraction etc. of vertical prestressing bar reinforcement are asked
Topic, there is provided a kind of anchoring angle and pipeline partial deviations angle for reducing longitudinal prestressing strands and prevent vertical prestressing bar reinforcement
The construction method of the features such as retraction, complete practical workable.
Embodiment
The present invention is described in further detail with reference to embodiment, but the implementation of the present invention is not limited to this,
Without departing from the idea case in the present invention described above, according to ordinary skill knowledge and customary means, various replace is made
Change and change, all should be included within the scope of the invention.
Embodiment：
Present embodiment discloses the continuous steel frame construction method for bridge construction, mainly for overcoming applying for conventional continuous steel frame
Problems with still be present in terms of work：The anchoring angle of longitudinal prestressing strands and pipeline partial deviations, vertical prestressing bar reinforcement
Retraction, the conditioned time of section, temperature difference per day effect the problems such as, there is provided a kind of anchoring angle for reducing longitudinal prestressing strands with
Pipeline partial deviations angle and the construction party for preventing the features such as that vertical prestressing bar reinforcement bounces back, complete practical workable
Method, whole construction comprise the following steps：
（1）First, support, template are processed, rear mounting bracket and distribution beam；
（2）In base plate paving template, line carrier precompressed of going forward side by side, vertical side form is then propped up；
（3）Mounting base, web, diaphragm plate reinforcing bar, bottom plate transverse beam and vertical beam；
（4）Installation internal model is simultaneously reinforced, and carries out first time concreting；
（5）Covering water seasoning is carried out to the concrete poured for the first time, dabbing operation is carried out to the concrete layer that maintenance finishes；
（6）Continuous steel frame template is installed, carries out second of concreting；
（7）Covering water seasoning is carried out to the concrete poured for the second time, treats that concrete setting meets strength grade, modulus of elasticity
Tensioning is carried out after reaching more than the 80% of concrete 28d modulus of elasticity；
（8）After tensioning terminates, hole path pressure grouting is carried out；
（9）Removal bracket, is got rid of the danger to scene, is sprinkled water, depositing dust processing, and whole work progress terminates.
Profile steel bracket is located at 1.135m~4.635m positions below block bottom plate pier stud, is arranged along pier shaft upstream and downstream both sides, 1#
Limb upstream side sets 3 Pin brackets, and downstream sets 4 Pin, altogether 7 Pin；2# limbs upstream side sets 4 Pin brackets, and downstream sets 3 Pin, and altogether 7
Pin.［ 40b channel-section steels, 2 ［ 28b channel-section steels and steel plate are welded by 2 for bracket horizon bar, diagonal brace.Horizon bar passes through φ 80mm
Bearing pin and the upper anchoring part pin connection for being embedded in pier shaft.Anchoring part is process using 20mm steel plates, plate size 1070*400*
20mm, two pieces of an anchoring part, steel plate reserves anchor hole, using 20mm round steel through anchor hole and together with pier shaft reinforcement welding,
It is embedded in when pouring pier shaft concrete in pier shaft concrete.Diagonal brace one end is connected with being embedded in the seat pin that casts anchor of pier shaft, one end with
Horizon bar pin joint.Shaped steel is linked to be entirety by horizon bar, diagonal brace by batten plate.To ensure the monolithic stability of bracket, in bracket diagonal brace
Horizontal-associate is set to connect bracket with horizon bar, horizontal-associate is using ［ 32b channel-section steels, ［ 28b channel-section steels make.Used between two limbs 40,
I20a, 32, ［ 28 channel-section steels and steel plate are welded as breast beam, totally 4.
Pier outrigger is tripod bracket, and it is 1.0m 2I32b I-steel as transverse distribution beam, crossbeam above to set spacing
Upper arrangement is by ［ the bed die truss that 10 channel-section steels are welded sets that ［ 20b drops block between truss and distribution beam.
Bracket is horizontal tray in pier, and it is 1.4m 2I32b I-steel as transverse distribution beam above to set spacing, on crossbeam
9 longerons are set, and ［ 28b I-steel sets that ［ 20b drops block, and laying template is formed on longeron to longeron between longeron and distribution beam using 2
Integral construction platform.Built-in fitting and the welding quality control of other link rod members should be strengthened during construction.
The method installation that the installation of bracket is lifted using ground burst spelling group, tower crane burst.
First in the vertical pier body formwork of branch by the embedment template such as bracket and connection shaped steel, and with design size identical bar
Part, which is coupled, to be integral, it is ensured that its position, accurate, the reduction alignment error of absolute altitude.By it after dismounting pier body formwork
Hang and be linked together in pier side with built-in fitting, while couple horizontal leverage, longitudinal and transverse spreader beam and bed die truss is finally installed.
Tripod measures tripod elevation after installing, according to the elevation inverse measured away from the box beam bottom plate discrepancy in elevation, then
It is produced by size and drops bloom, first lay distribution beam, then lays and drop block, bed die is installed on block is dropped, complete block bracket
The installation of construction platform.
End template is reequiped by Pier Formwork, assembled by 2.25m and 1.75m sizing punching blocks, putty is smeared between plate stitch, 6mm is thick
Steel plate makees panel, and ［ 10cm channel-section steels make vertical bars, spacing 40cm, and 2 ［ 18cm channel-section steels make back cord, spacing 80cm.
Box beam side form makees panel using 6mm steel plates, and ［ 10cm channel-section steels make horizontal bar, and back cord is using ［ 10cm channel-section steels assemble truss
Spacing 1.5m, it is assemblied to form by 3.5m, 2.5m, 1m sizing punching block.
Lower floor's inner mold sides are assembled using 0.3m × 1.2m sizing punching blocks, and ［ 8cm channel-section steels make back rib；At chamfering and people hole mould
Plate makees plate face using 1.2cm thickness bamboo slab rubbers, and 10 × 10cm lumps of wood makees back rib；The steel pipes of φ 48 add jacking to support, and steel pipe will be set up
Cross bar and brace are reinforced.Internal model bottom is supported using welding φ 28mm reinforcing bars, prevents from.
Upper strata internal model is reequiped using pier stud internal model, and plate face is 4mm steel plates, and ［ 6.3cm channel-section steels and δ 8mm × 6.3cm steel bands are made
Horizontal bar, spacing 30cm × 40cm, ［ 16cm channel-section steels make back rib, spacing 1.5m, and both sides internal model is made horizontal using φ 80mm steel pipes and screw mandrel
Support.Consider that directly moving forward to 1# blocks makees internal model when internal model designs.Because beam body is higher, to prevent height of drop during concreting
It is excessive to cause concrete disintegration, it is designed into storehouse window, spacing 1.5m, quincuncial arrangement in internal model.
End plate and the key that bulkhead is guarantee cantilever segment end and duct forming requirements, using 6mm steel plates, reinforced liner
Using ［ 8cm channel-section steels do crossbeam, are coupled fixation with side form, internal model with bolt.
According to precompressed data point reuse bed die absolute altitude, using steel plate pad.Before model sheetinstallat, check its physical dimension, put down
Whole degree, the debris in template is removed in time, uniform brushing releasing agent is wanted after precompressed unloading.From span centre to both ends pair during model sheetinstallat
Claim installation, it is stable that two side templates install guarantee simultaneously.Template first is tried to spell after machining in template field.Will be by surveying before model sheetinstallat
Measure team unwrapping wire, it is ensured that smoothly linear, seam is tight, corner angle are clearly demarcated.Pull bar is firm, ensure concrete construction when do not run mould,
Do not rise mould, not spillage.In both sides, beam-ends sets spilled water hole, and concreting can pass through spilled water hole stream when being cleaned to debris in mould
Go out.To template brushing releasing agent before model sheetinstallat.
The monoblock type template that side form is made up of plane template and outer truss, first ground on the scene is by single form and corresponding
Purlin piece be assembled into fritter entirety, be then lifted on bracket and install, because side form is higher, need to a point multilayer install, install first
The layer laggard rower high measurement of template, continues to install a layer template after setting elevation, until side form installs.Then start to install
Internal model, inside and outside intermode make pull bar reinforcing using φ 25mm finish rolling steel, spacing 100cm, wear pvc pipe reusable edible.Side form is set
Timing considers directly move forward to 1# blocks composition Hanging Basket side form.Next installation end head formwork, end head formwork is by figure by steel plate
The locking plug template that paper bar spacing and bellows position make, had not only played a part of template but also can spacer bar and bellows.
Bracket is installed and the scheme of distribution beam is as shown in following steps：
（1.1）First in the vertical pier body formwork of branch by the embedment template such as bracket and connection shaped steel, and with design size identical
Rod member, which is coupled, to be integral；
（1.2）Hung after dismounting pier body formwork and be linked together in pier side with built-in fitting, while couple horizontal leverage, finally pacified
Fill longitudinal and transverse spreader beam and bed die truss；
（1.3）Tripod measures tripod elevation after installing, according to the elevation inverse measured away from the box beam bottom plate discrepancy in elevation, then
It is produced by size and drops bloom, first lay distribution beam, then lays and drop block, bed die is installed on block is dropped, completes bracket
Installation.
The specific steps of bracket precompressed scheme：
（2.1）First, built-in fitting is installed, assembles shelf bracket, installation drops block, lays Hanging Basket bed die；
（2.2）Monitoring measure, sand loading bag, installation jack and finish rolling steel；
（2.3）Respectively in asymmetrical load 40%, 80% and the weight of final load, its corresponding deformation is recorded；（2.4）Symmetrically unloading
Afterwards, its resilience variable quantity is recorded；
（2.5）Precompressed result is counted, and corresponding bed die absolute altitude is adjusted according to result.
Support system precompressed is the important step that support is checked and accepted, and it is the work progress for simulating superstructure to support
Test, be checking supported design whether rationally and whether the necessary condition that can be delivered for use.Bracket, which is set up, to be finished, in order to
The inelastic deformation of tray chamber is eliminated, and measures the elastic deformation value of bracket, ensures the line style and absolute altitude of block, according to design
It is required that enter line carrier precompressed.
Bracket precompressed uses sand pocket and reinforcing bar accumulation load method, two kinds of prestressing force back-pressure method.
Sand pocket and reinforcing bar accumulation load method：Prefabricating load is conducted oneself with dignity not less than beam body, and prefabricating load should reach the 1.1 of total load head
Times.It is 173m3 to pour concrete above bracket for the first time, and by 110% loading, unit weight takes 26KN/m3, and heap loading capacity is 495 tons.
Precompressed carries out piling prepressing, construction period using 1 ton of special sand pocket, and the preparation and sluicing that should carry out the covering of rainy day sand pocket are arranged
Apply.
Prestressing force back-pressure method：Choose stream head aqueduct GG1 pier blocks bracket and carry out precompressed.It is mixed above first time pour bracket
Solidifying soil is 148m3, and by 110% loading, unit weight takes 26KN/m3, and precompressed weight is 424 tons.Precompressed is carried out anti-using fining twisted steel
Pressure, finish rolling steel, is connected on bracket, with thousand by pier 4 piece φ 32 fining twisted steels pre-buried per side using connector during bearing platform construction
Jin top carries out back-pressure to bracket.Construction period, safety prevention measure should be carried out.
It is 42.8T to apply pulling force per side shelf bracket, and every finish rolling steel applies pulling force 214KN；Span centre applies pulling force
107T, it is 535KN that every finish rolling steel, which applies pulling force,；It is required that symmetrically and evenly to apply pulling force during precompressed, avoid biasing.
Further, the step（4）Middle first time concreting pours for continuity, is exported provided with standby concrete
Equipment.Ensure the continuity of concreting, occur without construction joint or cold seam.Construction machinery will not only make adequate preparation, Er Qieyao
Repairing time when considering to break down, standby two concrete tanks of mixing plant, the standby delivery pump in scene, additionally
A standby 300KW generator, blending station configure a set of 750 mixing plant.
Construction machinery should be transported to scene before casting concrete.Mixing plant gets enough cement, sand, stone ready and ensures water
Electricity suppl, machinery allocation must be accomplished continuously to construct, and workmen configures the operating personnel that works in three shifts
Further, the step（7）Middle tension sequence is laterally vertical again behind first longitudinal direction.Tension sequence in stretching process will
The strict regulation progress tensioning by design document, using both ends synchronous tension, and symmetrical progress.Steel strand tension is suitable
Sequence, it then follows principle：Should be using beam center line as the symmetrical tensioning of axle during prestressed strand tensioning.
Longitudinal prestressing steel beam should keep the symmetrical tensioning in the left and right sides in box beam cross section, should keep during longitudinal steel Shu Zhangla
Both ends are synchronous, and tension sequence is short beam after first long beam.Using 4 jack both ends tensioning, control stress for prestressing is designed
1320.6MPa, stretching force 4038.39KN.
Transverse prestress tension sequence：From span centre to the symmetrical tensioning of beam-ends.The tensioning of top plate lateral prestressing tendon uses
The mode of tensioned at one end, stretching end alternate with anchored end, design control stress for prestressing 1339MPa, design stretching force
558.4kN；
Horizontal fining twisted steel tension sequence：Pretensioning bottom plate beam, then plate beam in tensioning, from span centre to the symmetrical tensioning of beam-ends.It is perpendicular
The tensioning for pricking spiral to essence designs stretching force 673kN by the way of tensioned at one end.
Prestressed stretch-draw program：0→10%σcon→20%σcon→σcon（(hold lotus 5min anchorings）.
Presstressed reinforcing steel answers entire beam tension to anchor.To the prestressing tendon of parallel discharge in flat tube, ensureing respectively
When root steel strand wires will not laminate, small-size jack can be used by root tensioning.
Further, the step（8）The method that middle hole path pressure grouting uses vacuum aid grouting.Using emery wheel cuts, in advance
Remaining length after stress rib cuts off cannot be less than 30mm.Presstressed reinforcing steel gap outside anchorage is clogged with cement mortar, in order to avoid emit
Starch and lose grouting pressure.Steam vent is reserved during sealing off and covering anchorage.Pressure flush of water is used in duct before mud jacking, miscellaneous with granulated slag in evacuation aperture etc.
Thing, ensure that duct is unimpeded.Hole internal water accumulation is blown away with air compressor machine after flushing, compressed air will be without oil content.But keep duct to soak,
Make being well combined for cement mortar and hole wall.
Pipeline pneumatic mortar requires closely knit, and hole path pressure grouting uses Special grouting material, and water-cement ratio uses 0.26-0.28.
The 80%-90% of actual mixing water is added in mixer first, starts mixer, is uniformly added into whole grouting materials,
Stir while adding.Whole powders are added and finished, and then quickly stir 3min, add remaining 10%-20% mixing water, are continued
Stir 2min.
Grouting material is extremely pressed into the perdurabgility in duct from stirring, depending on temperature situation, typically in 30min~1h scopes
It is interior.
Grouting material should continuously stir during using preceding and pressure injection, to maintain the uniformity of slurry and mobility.
Piston-type pressure pump or vavuum pump should be used during mud jacking, pressure need to be more than 0.7MPa.
Slurry temperature should be maintained between 5 DEG C -30 DEG C during mud jacking, otherwise should take measures to meet condition.
During mud jacking, curve duct and vertical duct should be entered from the mud jacking pore pressure of minimum point；The hole set to upper lower leaf
Road, mud jacking should be carried out by the order on upper strata after first lower floor.Cement mortar sealing off and covering anchorage must be whole by anchor slab and intermediate plate, exposed steel strand wires
Wrap up, overburden cover ＞ 15mm, be in the milk after sealing off and covering anchorage within 24~48 hours.The grout hole cleared up on anchor plate, ensure grouting
Passage is unobstructed.It is determined that vacuumizing end and grouting end, fairlead, ball valve and joint are installed, and check its function.The slurry that mixes cement makes
Its ratio of mud, fluidity, bleeding reach technical requirements index.Start vavuum pump to vacuumize, make vacuum reach -0.06~-
0.1Mpa simultaneously keeps stable.Start grouting pump, when the slurry of grouting pump output reaches requirement denseness, the delivery pipe on pump is connect
On fairlead on to anchor plate, start to be in the milk.In filling process, vavuum pump keeps continuous work.
When thering is slurry to pass through in the air cleaner for vacuumizing end, the valve of air cleaner front end is closed, is beaten later
Begin to rehearse air valve, and when cement mortar is from the smooth outflow of air bleeding valve, and denseness is suitable with the slurry poured into, it is all that closing vacuumizes end
Valve.Grouting pump works on, and pressure reaches -0.6Mpa or so, holds pressure 1~2 minute.Grouting pump and grouting end valve door are closed, it is complete
Into grouting.Dismantle external pipeline, annex, scavenging air cleaner and valve etc..After completing same day grouting, it is necessary to by all mud that get wet
The equipment of slurry cleans up.Installed in mud jacking end and the ball valve of slurry output end, it should remove and be cleared up in 1 hour after grouting.
It is described above, be only presently preferred embodiments of the present invention, any formal limitation not done to the present invention, it is every according to
Any simply modification, the equivalent variations made according to the technical spirit of the present invention to above example, each fall within the protection of the present invention
Within the scope of.
Claims (6)
1. the continuous steel frame construction method for bridge construction, it is characterised in that：Comprise the following steps：
（1）First, support, template are processed, rear mounting bracket and distribution beam；
（2）In base plate paving template, line carrier precompressed of going forward side by side, vertical side form is then propped up；
（3）Mounting base, web, diaphragm plate reinforcing bar, bottom plate transverse beam and vertical beam；
（4）Installation internal model is simultaneously reinforced, and carries out first time concreting；
（5）Covering water seasoning is carried out to the concrete poured for the first time, dabbing operation is carried out to the concrete layer that maintenance finishes；
（6）Continuous steel frame template is installed, carries out second of concreting；
（7）Covering water seasoning is carried out to the concrete poured for the second time, treats that concrete setting meets strength grade, modulus of elasticity
Tensioning is carried out after reaching more than the 80% of concrete 28d modulus of elasticity；
（8）After tensioning terminates, hole path pressure grouting is carried out；
（9）Removal bracket, is got rid of the danger to scene, is sprinkled water, depositing dust processing, and whole work progress terminates.
2. the continuous steel frame construction method according to claim 1 for bridge construction, it is characterised in that：The step
（1）In, the scheme of bracket installation and distribution beam is as shown in following steps：
（1.1）First in the vertical pier body formwork of branch by the embedment template such as bracket and connection shaped steel, and with design size identical
Rod member, which connects, to be integral；
（1.2）Hung after dismounting pier body formwork and linked together in pier side with built-in fitting, while connect horizontal leverage, finally pacified
Fill longitudinal and transverse spreader beam and bed die truss；
（1.3）Tripod measures tripod elevation after installing, according to the elevation inverse measured away from the box beam bottom plate discrepancy in elevation, then
It is produced by size and drops bloom, first lay distribution beam, then lays and drop block, bed die is installed on block is dropped, completes bracket
Installation.
3. the continuous steel frame construction method according to claim 1 for bridge construction, it is characterised in that：The step
（2）The specific steps of middle bracket precompressed scheme：
（2.1）First, built-in fitting is installed, assembles shelf bracket, installation drops block, lays Hanging Basket bed die；
（2.2）Monitoring measure, sand loading bag, installation jack and finish rolling steel；
（2.3）Respectively in asymmetrical load 40%, 80% and the weight of final load, its corresponding deformation is recorded；（2.4）Symmetrically unloading
Afterwards, its resilience variable quantity is recorded；
（2.5）Precompressed result is counted, and corresponding bed die absolute altitude is adjusted according to result.
4. the continuous steel frame construction method according to claim 1 for bridge construction, it is characterised in that：The step
（4）Middle first time concreting pours for continuity, provided with standby concrete output equipment.
5. the continuous steel frame construction method according to claim 1 for bridge construction, it is characterised in that：The step
（7）Middle tension sequence is laterally vertical again behind first longitudinal direction.
6. the continuous steel frame construction method according to claim 1 for bridge construction, it is characterised in that：The step
（8）The method that middle hole path pressure grouting uses vacuum aid grouting.
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| CN201610381174.6A CN107447664A (en) | 2016-06-01 | 2016-06-01 | Continuous steel frame construction method for bridge construction |
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| CN201610381174.6A CN107447664A (en) | 2016-06-01 | 2016-06-01 | Continuous steel frame construction method for bridge construction |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109137715A (en) * | 2018-10-23 | 2019-01-04 | 邓泽仲 | A kind of steel structure arch bridge |
| CN110700103A (en) * | 2019-10-16 | 2020-01-17 | 中铁工程服务有限公司 | Construction method of continuous composite beam |
-
2016
- 2016-06-01 CN CN201610381174.6A patent/CN107447664A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109137715A (en) * | 2018-10-23 | 2019-01-04 | 邓泽仲 | A kind of steel structure arch bridge |
| CN109137715B (en) * | 2018-10-23 | 2021-08-10 | 邓泽仲 | Steel constructs arch bridge |
| CN110700103A (en) * | 2019-10-16 | 2020-01-17 | 中铁工程服务有限公司 | Construction method of continuous composite beam |
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Application publication date: 20171208 |