CN108824220A - A kind of cast-in-place support and construction method of the rigid structure of cantilever T-type - Google Patents
A kind of cast-in-place support and construction method of the rigid structure of cantilever T-type Download PDFInfo
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- CN108824220A CN108824220A CN201810895599.8A CN201810895599A CN108824220A CN 108824220 A CN108824220 A CN 108824220A CN 201810895599 A CN201810895599 A CN 201810895599A CN 108824220 A CN108824220 A CN 108824220A
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Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
Abstract
The problem of a kind of cast-in-place support and its construction method of the rigid structure of cantilever T-type, effective solution in the prior art can not be constructed to the high web steep rigid structure of bottom plate T-type using cast-in-place method under upper pond spillway section and big thickness cobble geological conditions in big korneforos；A kind of cast-in-place support of the rigid structure of cantilever T-type, including steel pipe pile foundation, steel pipe column, Bailey beam, fashioned iron distribution beam and disk button steel pipe support, steel pipe pile foundation, steel pipe column, Bailey beam, fashioned iron distribution beam and the combination of disk button steel pipe support constitute the compound supporting support of staged；The steel pipe pile foundation uses the combining form of " 1000 × 12mm of Ф steel-pipe pile+anchoring pile "；The steel pipe column lengthening is connected on steel-pipe pile, and lateral and diagonal brace are arranged between more steel pipe columns；Lateral girder is set at the top of steel pipe column, and setting Bailey beam is as longitudinal girder above lateral girder；Fashioned iron distribution beam is laid in Bailey beam；Disk button steel pipe support is set in fashioned iron distribution beam.
Description
Technical field
The present invention relates to bridge technology fields, more particularly to the cast-in-place support and its construction party of a kind of rigid structure of cantilever T-type
Method.
Background technique
What the continuous bridge built, T structure on general domestic and international great rivers generallyd use is construction cradle, is seldom made
It is constructed with support cast-in-place method, support cast-in-place method is usually used in urban viaduct, grade separation bridge.Currently, deck-molding one at pier in cantilever T structure
As be 5m~9.5m, the ratio between deck-molding and span, beam-ends section is generally 1/15~1/18, and the middle section Dun Chu is generally 1/8~1/
10, there is not mature construction technology more than the high web of this parameter, steep bottom plate T structure.
Hydrological geological conditions are extremely complex in great rivers, and flood season current scour is serious, for high web, steep bottom plate it is outstanding
Arm T structure support cast-in-place difficulty of construction at home and abroad really belongs to exception：The stability of big load strong Scouring Condition lower support system and not
The control of uniform settlement, bottom plate alignment control, difficulty of construction is big for concrete, and the strength and stability of high web templates system is difficult to protect
Card.
Summary of the invention
For above situation, for the defect for overcoming the prior art, the purpose of the present invention is just to provide a kind of rigid structure of cantilever T-type
Cast-in-place support and its construction method, effective solution is in the prior art in upper pond spillway section and big thickness cobble
It can not use cast-in-place method the problem of big korneforos is constructed the steep rigid structure of bottom plate T-type of high web under geological conditions.
A kind of cast-in-place support of the rigid structure of cantilever T-type, including steel pipe pile foundation, steel pipe column, Bailey beam, fashioned iron distribution beam and disk
Button steel pipe support, steel pipe pile foundation, steel pipe column, Bailey beam, fashioned iron distribution beam and the combination of disk button steel pipe support constitute ladder
The compound supporting support of formula；The steel pipe pile foundation uses the combining form of " 1000 × 12mm of Ф steel-pipe pile+anchoring pile "；It is described
Steel pipe column lengthening be connected on steel-pipe pile, lateral and diagonal brace are set between more steel pipe columns；Setting is laterally main at the top of steel pipe column
Beam, lateral girder top setting Bailey beam is as longitudinal girder；Fashioned iron distribution beam is laid in Bailey beam；It is arranged in fashioned iron distribution beam
Disk button steel pipe support.
A kind of construction method of the rigid structure of cantilever T-type, includes the following steps：
The first step：Set up cast-in-place support；Cast-in-place support is steel pipe pile foundation, steel pipe column, Bailey beam, fashioned iron distribution beam and disk button
The compound supporting support of staged that steel pipe support combination is constituted, the steel pipe pile foundation use " Ф 1000 × 12mm steel pipe
The combining form of stake+anchoring pile ", steel pipe pile foundation set up the construction technology of use " dig+making+bury+anchor "；The steel pipe column lengthens
It is connected on steel-pipe pile, lateral and diagonal brace is set between more steel pipe columns；Lateral girder is set at the top of steel pipe column, on lateral girder
Side's setting Bailey beam is as longitudinal girder；Fashioned iron distribution beam is laid in Bailey beam；Disk button steel pipe branch is set in fashioned iron distribution beam
Frame；
Second step：The construction of bottom web；Web construction in bottom successively includes that bed die is installed, web outside mould is installed, bottom web reinforcement is pre-
Side form installation and bottom web concrete pour in stress installation, web, set up top plate inner support in advance, are formed with web templates interior
The outer support system drawn of support；
Third step：Top board construction；Top board construction successively includes that roof plate template installation, top plate prestressing force and reinforcement installation and top plate are mixed
Solidifying soil pours.
The present invention constructs to T-steel structure using cast-in-place method, is a kind of new trial, achieves unexpected technology
Effect, construction effect is significant, saves a large amount of manpower and material resources, improves construction efficiency, produces objective economic benefit.
Detailed description of the invention
Fig. 1 is the facade arrangement schematic diagram of cast-in-place support in the present invention.
Fig. 2 is the section layout drawing of cast-in-place support in the present invention.
Fig. 3 is the structural schematic diagram of leading truck in the present invention.
Fig. 4 is steel-pipe pile spreading schematic diagram in the present invention.
Fig. 5 is the top view of Fig. 4 in the present invention.
Fig. 6 is steel-pipe pile roof reinforcement structural schematic diagram in the present invention.
Fig. 7 is steel pipe pile bottom ruggedized construction schematic diagram in the present invention.
Fig. 8 is the schematic diagram of pile cover built-in fitting in the present invention.
Fig. 9 is pile cover structural schematic diagram in the present invention.
Figure 10 is main beam schematic cross-sectional view in the present invention.
Figure 11 is the horizontal brace setting elevation of mid-game button steel pipe support of the present invention.
Figure 12 is top plate tooth block BIM illustraton of model in the present invention.
Figure 13 is construction flow chart of the invention.
Specific embodiment
Below in conjunction with attached drawing 1-13, specific embodiments of the present invention will be described in further detail.
A kind of cast-in-place support of the rigid structure of cantilever T-type, including steel pipe pile foundation 1, steel pipe column 2, Bailey beam 3, fashioned iron distribution beam
44 and disk button steel pipe support 5, steel pipe pile foundation 1, steel pipe column 2, Bailey beam 3, fashioned iron distribution beam 44 and disk button steel pipe support
55 combinations constitute the compound supporting support of staged；The steel pipe pile foundation 1 uses " 1000 × 12mm of Ф steel-pipe pile+anchoring pile "
Combining form；The lengthening of steel pipe column 2 is connected on steel-pipe pile, and lateral 6 and diagonal brace 7 are arranged between more steel pipe columns 2；Steel
Lateral girder 10 is set at the top of tubing string 2, and setting Bailey beam 3 is as longitudinal girder above lateral girder 10；Laying type in Bailey beam 3
Steel distribution beam 4；Disk button steel pipe support 5 is set in fashioned iron distribution beam 4.
The lateral girder 10 is Two bors d's oeuveres H profile steel.
The Bailey beam 3 is 321 type beret slices.
The distribution beam includes longitudinal distribution beam 9 of the type I-steel of transverse distribution beam 8 and 12.6 of 25b type I-steel.
The disk button steel pipe support 5 is socket joint type full framing.
As shown in figures 1-13, concrete operation step is as follows for a kind of construction technology of the rigid structure of cantilever T-type：
One, support Design
By solution technique economic comparison, bracket uses " steel pipe pile foundation 1+ steel pipe column 2+ Bailey beam 3+ fashioned iron distribution beam 4+ disk
The compound supporting support of the staged of button steel pipe support 5 ".Basis shape is combined using " Ф 1000x12mm steel-pipe pile+anchoring pile "
Formula；More than ground using steel-pipe pile spreading as steel pipe column 2, lateral 6 is arranged in intercolumniation and diagonal brace 7 contacts；Place Two bors d's oeuveres H profile steel in capital
As lateral girder 10；321 type beret slices are set up thereon and are used as longitudinal girder, encrypt arrangement under web；It is laid in Bailey beam 3
25b type I-steel and 12.6 type I-steel are respectively as transverse distribution beam 8 and longitudinal distribution beam 9；It is socket joint type on distribution beam
Disk button steel pipe full framing.
T structure cast-in-place support arrangement is as illustrated in fig. 1 and 2.
Two, excavation of foundation pit
Bracket uses Ф 1000*12mm steel-pipe pile.T structure steel-pipe pile is constructed by row from T structure center to two sides, straightway steel pipe
Stake is inwardly reversely constructed by outermost.It is located on main bridge cushion cap from T structure center to two sides first row steel-pipe pile, therefore from
Two arrange the beginning, successively excavate outward, set up steel-pipe pile.It is excavated at stake position using digging machine, a bottom will be excavated within the scope of stake position
Designed elevation.
Three, leading truck production and installation
Before construction steel tubular pole, leading truck is first made, leading truck utilizes the locating platform and Bailey beam of the production of 22# channel steel by front end
3 compositions, when construction, Bailey beam 3 to be formed whole leading truck since locating platform connects by ground on the scene first, and leading truck length can
Pass through increase and decrease 3 joint number of Bailey beam adjustment.Then it is connect on across complete Bailey bracket using the lifting of 100t crawler crane, leading truck connection
It is afterwards a cantilever beam.
22# channel steel lateral connection is used between two groups of Bailey truss of leading truck, and entire leading truck is made to become an entirety, so that
It is with good shear resistance and lateral stability.Guide body structure figure is as shown in Figure 3.
Four, steel-pipe pile is processed and is set up
1, steel-pipe pile is processed
Steel-pipe pile welding requirements first derusts to steel pipe joint interface and removes completely, could weld after passed examination.It is welded as hand
Work weldering moves towards sequence, welding current, weld size by welding process requirement control.Joint stiffener must assure that weld joint close
Patch；Same weld seam answers continuous sequence, primary to complete.Welding surroundings：Humidity should not be higher than 80%；Temperature must not be lower than 0 DEG C.Steel pipe
The long schematic diagram of staking is as shown in Figures 4 and 5.
2, steel pipe pile head is reinforced
Pile foundation uses diameter 1000mm steel pipe, and steel-pipe pile wall thickness 12mm needs to carry out local strengthening processing, armature to pile crown
Material uses the steel pipe of diameter 1000mm, and when reinforcing first intercepts 30cm long steel pipe, and steel pipe is splitted from centre, with veneer reeling machine by cutting
Pipe diameter is adjusted to 1000mm afterwards, and steel pipe adjusted is finally attached to the outside of steel pipe stake top and is fully welded.Steel-pipe pile
Pile crown is reinforced as shown in Figure 6 and Figure 7.
During steel-pipe pile inserting piling, to prevent pile top pipe deformation from influencing, using at casing reinforcement at pile top
Reason, reinforces length 50cm, and casing processing, welding procedure are identical as pile crown reinforcing sleeve.
3, steel-pipe pile is set up
Steel-pipe pile is set up upper the one of construction completion across steel trestle as operation platform, after crawler crane is in place, uses flat bed transport vehicle
Steel-pipe pile is transported to work surface.Crawler crane lifts inserting piling.
The control of steel-pipe pile sinking measures control using forward intersection, and intersection angle controls between 60~120 °.It is heavy
When putting, location control is carried out with two total stations, and checked with a total station observation.It is full through repetition measurement stake position and gradient deviation
After foot requires, start vibration-sunk.
Every steel-pipe pile has to accomplish continuity, can not the midway intermittent time it is too long, in order to avoid stake week soil restore, continue
Sink difficult.The duration length of vibration should be determined according to different mechanical and different soil properties by test, generally no more than
10min~15min.
Survey crew will constantly detect stake position, verticality during steel-pipe pile vibration is heavy, and control stake top absolute altitude.Under
When heavy such as steel-pipe pile inclination, timely traction correct, and 1~2min of every vibration will suspend, and it is primary to correct steel-pipe pile.
It is controlled with embedded depth, guarantees that steel-pipe pile embedded depth is not less than 5m.If encountered during pile foundation construction
Geology with survey that report discrepancy is too big, and stratum is softer in detail, Lack of support when steel-pipe pile embedded depth reaches design requirement can be appropriate
Deepen stake embedded depth.Steel-pipe pile is set until no longer sinking with vibration hammer, then backfill with soil closely knit.
Five, anchor-shaped is constructed
For the stabilization for ensuring whole system, row's anchoring pile, anchoring pile construction benefit is arranged every a comb stake in strutting system basic engineering
With impact drill in tubular pole internal drilling, drilling to completion transfers steel reinforcement cage, pouring underwater concrete to riverbed face or ground.
Steel pipe pile driving construction sets φ 1100x20mm end socket steel plate and 20mm thick steel plate otic placode to stake top after finishing to increase stake
The intensity on top, cushion cap correspond to section steel tubular pole and are arranged on cushion cap, and pre-buried reinforcing bar is fixed when using bearing platform construction.It is anti-
Only steel pipe concentrates pressure damage cushion cap concrete, the pre-buried 20mm thickness anchor slab under cushion cap column steel pipe.Pile cover structure chart such as Fig. 8 and
Shown in 9.
Six, linking beam is constructed between stake
After every row's steel-pipe pile sinks in place, the lateral 6 and diagonal brace 7 between construction stake are carried out at once, increases the stability of stake, lateral
6 are all made of φ 600x8mm steel pipe with diagonal brace 7, and scantling need to carry out blanking adjustment according to site dimension.Weldquality must expire
Sufficient code requirement.
Seven, main beam is constructed
Main beam is made of the H profile steel of Two bors d's oeuveres 700x300, two H profile steels is processed into joint length 12m, web is put in parallel
It sets, top plate and bottom plate are abutted and be attached with spot welding, and welding meets code requirement.Stiffening plate and rib are done using 12mm steel plate
Plate.Installation method is as follows：
Crossbeam axis and following line position are released first on head plate, are overlapped crossbeam axis and steel pipe pile bent axis, with
Guarantee steel-pipe pile axial compression；Then lifting installation crossbeam, first carries out spot welding and fixes after position of sound production is accurate；Finally by crossbeam two
Connection is fully welded between side and end socket steel plate.Main beam cross section is as shown in Figure 10.
Eight, Bailey beam 3 and the installation of transverse and longitudinal distribution beam
Vertical bridge is to 321 type beret slice truss groups of setting, and median ventral plate corresponding position carries out being encrypted as 5 links, and span centre uses 90
Flower stand connects 2 beret slice interval 45cm, uses 90 flower stands to connect 2 beret slices under flange plate.
1,3 axis of Bailey beam and edge positions are marked on crossbeam, Bailey beam 3 is assembled in groups, and last hand fit carries out
It is in place that band lifts up into row installation.
2, after Bailey beam 3 is installed in place, top boom is fixed using buckle with distribution beam, and lower boom is solid using the card beam of processing
It is scheduled on main beam.Buckle and card beam are respectively welded on distribution beam and girder, do not allow to weld on Bei Lei.
3, the fixation of Bailey beam 3 finishes, and is laid with 25b I-steel thereon as transverse distribution beam 8, clear spacing 750mm laterally divides
With being fixed between beam 8 and Bailey bracket with U-shaped buckle, it is processed into U-shaped with 1cm steel plate when fixed, catches Bailey bracket top boom.
4, transverse distribution beam 8 after the installation is completed, installs 12.6 I-steel as longitudinal point by scaffold tubes horizontal spacing 600mm
With beam 9, beam intersection area uses and is welded and fixed in length and breadth.
Nine, disk button steel pipe support 5 is set up
Full framing uses socket joint type disk button steel pipe support 5, and arrangement form is：Along bridge to upright bar spacing be 60cm；Direction across bridge
Upright bar is within the scope of box beam bottom plate, spacing 60cm（By 30cm spacing encryption arrangement within the scope of web）, box beam flange plate range
It is interior, spacing 90cm；Step pitch is arranged by 100cm, 150cm.Scaffold bottom end height is adjusted by lower collet, is adjusted by jacking
Bottom plate vertical and horizontal gradient.
It is arranged and sweeps the floor bar and form diagonal brace in length and breadth every 4 rows.Diagonal brace is adjusted according to elevation to be arranged.Horizontal adjust is set in construction
Whole cross bar.Horizontal crossbar is every 2 settings.Jacking free arm length is more than must being locked by common steel tube for 30cm
It is fixed.Girt is arranged in vertical range interval 1m, while encrypting to 0.5m together close to floor lateral bracing strut.It is arranged by upright bar
Protection system, every side exceed flange plate 210cm.
1, preparation：According to erection construction figure surveying setting-out, determine that position is set up in upright bar.Upright bar framed bent ruler is calculated
Horizon bar that is very little, selecting fixed length, and according to upright bar section, adjustable bracket and the adjustable base of bearing height combination inserting.
2, sequence is set up：Adjustable base is placed according to upright bar, is set up by the sequence of the brace again of horizon bar after first upright bar, is formed
Basic frame body unit, is extended with this and sets up integral strutting system.
3, operation requires：
1）Adjustable base is accurately placed in position line, keeps horizontal.
2）It is connected between upright bar by connecting sleeve, the position of adjacent upright bar connecting sleeve connector in same level height
It is preferably staggered, and the height that is staggered is not preferably less than 75mm.When falsework height is greater than 8m, the height that is staggered is not preferably less than 500mm.
3）Horizon bar buckle joint and the bolt of terminal pad are hit tightly with iron hammer to regulation insertion depth.
4）Often taken a step support for shuttering and corrected horizon bar step pitch in time, upright bar it is longitudinal and transverse away from the vertical missing and water of upright bar
The horizontal departure of flat bar.The vertical missing of upright bar should not exceed the 1/500 of falsework total height, and be not greater than 50mm.
5）The brace setting requirements of bracket：Foundation《5 act of technique for security of construction socket joint type disk button steel pipe support》,
When setting up support height and being more than 8m, vertical brace requires to be abound with setting, and the step pitch of horizon bar is not greater than 1.5m, every along height
Every 4~6 standard step pitch setting level course braces or fastener steel tube bridging.Elevation is arranged such as in disk button support level brace
Shown in Figure 11.
6）The horizon bar stride requirements of bracket top reduce a disk than standard step pitch and buckle spacing.
7）Falsework adjustable base adjusts screw rod protruded length and is not more than 300mm, and the bottom as bar of sweeping the floor is horizontal
Bar terrain clearance is not more than 550mm.When single limb upright bar design load is not more than 40kN, the horizon bar step pitch of bottom can be by mark
Quasi- step pitch setting, and vertical brace should be set；When single limb upright bar design load is greater than 40kN, the horizon bar of bottom requires ratio
Standard step pitch reduces a disk and buckles spacing, and vertical brace should be arranged.
4, top of support absolute altitude is adjusted
After T structure disk button bracket is set up, first with the line style of holder jacking adjustment bottom plate.T structure bottom plate 1.6 times throwings
It is exactly the Pass line adjustment for passing through disk button bracket that the control of object line line style, which is just put,.The absolute altitude of mono- section of layout design 2m controls bottom
Printed line type, project management department are encrypted the deck-molding control section in design drawing to 1m by 2m, have encrypted one times, each section measures three
A, longitudinal and transverse direction absolute altitude is by controlling bottom plate line style for line.Survey crew accurately calculates and field technician
Carrying out review to the absolute altitude of each point ensure that being precisely controlled for jacking absolute altitude.
Ten, bracket is checked and accepted
After bracket is assembled, its plan-position, cope level, node connection and vertical, horizontal stability are checked comprehensively, especially
Whether it is firm to connecting component, and whether assembly meets after design requirement checked, can carry out next procedure.
Content is checked and accepted in the inspection of socket joint type bracket emphasis：
1, base bearing capacity meets design requirement, and non-loosening, hanging phenomenon are answered between upright bar and basis, and pedestal, support pad should meet rule
It is fixed；
2, the frame body three-dimensional dimension set up meets design requirement, and the settings such as erection method and brace, steel pipe bridging should meet this
Regulation regulation；
3, the jib-length that adjustable bracket and adjustable base stretch out horizon bar meets design limiting requirement；
4, horizon bar buckle joint and the bolt of upright bar terminal pad hit the tight markings to required insertion depth；
5, it requires to form record after bracket frame is checked and accepted.
11, transverse distribution beam 8 is installed
After the control in place of jacking absolute altitude, 12.6 type I-steel are then installed on jacking as transverse distribution beam 8, I-steel and top
Palpus fixing compact is between support to reduce the gap between fashioned iron.I-steel must be fixed on the centre of jacking, prevent eccentric compression
Jacking is caused to tilt.
Longitudinal lumps of wood rides upon on laterally 12.6 type I-steel, due to only having a line to contact between the lumps of wood and I-steel,
Gap is larger, and project fills up gap using 12mm screw-thread steel and 20mm screw-thread steel, and by between screw-thread steel and I-steel, screw-thread steel
Between weld firm, ensure that be completely embedded between the lumps of wood and I-steel in this way, iron wire will be then used between the lumps of wood and I-steel
Binding is for preventing the lumps of wood from gliding along longitudinal slope.Meet 1.6 throwings of layout design after the lumps of wood is fixed for guarantee lumps of wood top surface line style
Object line line style, with electric hand shaper by the faulting of slab ends and protrusion between longitudinal lumps of wood after guaranteeing that the absolute altitude of each section meets designed elevation
Point planing, confirm entire line style be smoother curve after can making bottom plate.
12, longitudinal distribution lumps of wood installation
I-steel after the installation is completed, is installed along bridge to the lumps of wood, because along bridge, to box beam bottom plate, the height difference variation within the scope of 30 meters reaches 7m,
Beam bottom longitudinal slope maximum is up to 44%, and the specification and installation accuracy requirement to the lumps of wood are very accurate, and project is calculated by accurate, determines to adopt
Bed die line style is adjusted with the short lumps of wood of 12cm × 12cm of 1.2m.Design requirement lumps of wood spacing 0.15m, because connector need to be staggered between the lumps of wood
Arrangement, cannot be placed on same section, and project is determined the method completely spread using the lumps of wood, keeps entire bottom slab stress system more equal
It is even.
13, bed die is installed
Bottom plate uses the bamboo slab rubber of 12mm thickness, and template long side is along bridge to laying when laying, and guarantee plate stitch is horizontal and vertical
Alignment.It for mortar leakage prevention, is first struck with iron hammer tight at form joint, then pastes double faced adhesive tape, and bed die is clenched into the lumps of wood with iron nail
On, to reduce the gap between the lumps of wood and template.The firm close connection plus between each component of strutting system ensure that T structure
The globality of bed die system.
14, web outside mould is installed
Bed die line style starts the installation of web outside mould through surveying and locating after being adjusted in place.It is high at girder web plate template span centre
11.5m, deck-molding 4.5m at corbels support；Form height belongs to super high form, and side form system is 12mm bamboo slab rubber+spacing 15cm
12*12cm2+ 8 channel steel harness of the lumps of wood, pull rod use 16mm fining twisted steel, and vertically and horizontally spacing is 60cm.For prevent bed die with
Web outside mould junction spillage influences T structure overall appearance quality, and side form connect the form using bottom bound edge, i.e. web with bed die
Outer side mold sitting-down is installed on bed die.
1, side form main joist is installed
First with longitudinal main joist of the strutting system installation side form under flange plate for fixing abdomen when installing web outside mould
The back cord of template die plate, longitudinal main joist and template back arris are all made of 12 × 12cm2The lumps of wood, longitudinal main joist between the upper and lower away from 1.5m,
Back cord spacing 15cm.
2, side form installation
Double-row steel pipe scaffold is set up on the inside of template for installation template and back cord.Back cord, which installs, measures web templates top surface
Elevation installs web outside mould from up to down.It is longitudinal that 11.5m high web templates at pier shaft are first installed, then from two sides end to
It is assembled at pier shaft.To guarantee outboard template line style and flatness, after web internal model is using split blade type processing, fast hoisting splicing.
Template long side, to laying, guarantees plate stitch in horizontal and vertical alignment along bridge.For mortar leakage prevention, at form joint between paste double-sided adhesive
Band, and bed die is clenched on the lumps of wood with iron nail, to reduce the gap between the lumps of wood and template.Side form passes through with bed die joint
Precision, which calculates, determines template machined parameters, it is ensured that side form and bed die seam are close.8 channel steel harnesses and 16mm finish rolling screwed pipe are to drawing
Bolt is installed after the completion of interior side form installation.
Side form sets up the whole line style and verticality for completing to check side form, is mountable bottom web reinforcement and longitudinal direction after qualified
Prestressing force bellows.
15, bottom web reinforcement installed under prestressing
According to steel project and field condition, T structure reinforcing bar unified allocation of materials to lower units, processing in steel bar meter field are transported to in-site installation.
Reinforcement installation sequence of construction is：First layer baseplate reinforcing bar → middle cross beam reinforcing bar → web reinforcement → second of baseplate reinforcing bar → end is horizontal
Beam steel.
16, side form installation in web
Internal model is installed after having bound bottom plate and web reinforcement, and first assembly is installed again for internal model and bracket.It will be to drawing before internal model installation
Bolt hole is set in advance, the installation of the split bolt after facilitating internal model to be installed.Interior side form installation is using same as outer side mold
Mounting means, split blade type processing after fast hoisting splice.When internal model is installed, first prefabricated concrete protective layer pad is pressed
According to code requirement（Every square metre no less than 3）It is well placed, then assembled good internal model is placed in concrete pad, finally lock
Lateral connection support rod.
Mounting groove steel back is stupefied after wearing template split bolt, and channel steel back cord is equally integrally hung after the completion of processing factory's welding in advance
Dress installation.Top plate inner support is set up in advance while web templates back cord system is installed.The same of web templates back cord system is installed
When set up box beam inner support.The turnover for fully taking into account material utilizes and sets up speed, and inner support is set up using disk button bracket.
Interior membrane support is set up along bridge using disk buckle frame to being 60cm with direction across bridge, and together, it is interior that transverse bar adds jacking to withstand on to vertical 1.5m
On mould harness.Inner membrance is reinforced using cross bar to support on internal model harness, it is vertical with along bridge to together with according to 1.2m and using vertical bar
And horizon bar connection is integral.Between two coxostermums vertical and transverse direction according to every three pull rod spacing together with（That is 1.2m is together）
Plum blossom-shaped arranges split bolt.By inner support, outer drawing between two coxostermums, branch in web templates and the indoor disk button steel pipe of case
Support forms entirety, ensure that the strength and stability of entire web templates system.
Template is all adjusted by the careful observing and controlling template position of survey crew and absolute altitude, hand fit to accurate after the installation is completed
Position.After template position is adjusted in place, according to design requirement, web position interval 2.0m reserves ventilation hole, every four angle point of chamber
A drain hole is respectively set, drain hole uses pre-buried pvc pipe pore-forming.
17, bottom web concrete pours
Beam body concreting is layered two-step pouring using vertical levels, upper chamfering lower end including the setting of two-step pouring joint face.
The entire structure Concrete Design side T amount is 1566m3, the side's amount poured for the first time is 1257m3, second is 309m3.For the first time
After the concrete strength poured reaches 2.5MPa, to the concrete surface dabbing poured for the first time and rinses well, then pour again
Concrete roof is built, T structure and the synchronization of straightway two sides symmetrically and evenly carry out when pouring.When pouring two sides web concrete, use
Two concrete mixers, which synchronize, symmetrically pours web concrete, and pier top two sides equally symmetrically pour, and prevents both sides concrete surface high
Low great disparity causes internal model offset or other consequences.
Along bridge to pouring from pier top to span centre continuous placing；Direction across bridge pours sequence：Pour at pier top → pour part abdomen
Plate area and web and bottom plate junction → pouring remaining base section → pour remaining web area.
It is longitudinal to stay 0.5 × 0.5m together every 5m first in T structure internal model two sides from bottom to up every 2.5 meters before concrete placings2
Blowing of the window for concrete at high web prevents concrete disintegration, while vibrating for web concrete.At middle cross beam
Since concrete height of drop reaches 11m, using whereabouts of the placement 8m long duct for concrete on middle cross beam reinforcing bar.
For general heavy grade concreting, frequently with method be to be interrupted setting backform in top of concrete, it is convenient
Concrete vibrates while preventing concrete from significantly flowing.And project management department is bold in innovation, and passes through concrete construction match ratio
Adjustment, control the slump and mobility of concrete, concrete blowing and vibrate along two coxostermums and the progress of middle cross beam annular,
Bottom slab concreting must assure that using no molding scheme of backform natural packing, slump, mobility and the presetting period of concrete
While upper layer concrete blowing, lower-layer concrete stack shaping will not drive lower-layer concrete flowing because of upper layer concrete
Cause concrete large area packing phenomenon.Receipts surface treatment is carried out to backplate surface after concrete vibrating stack shaping.
It pours at pier top first, lift height is controlled by 30cm；When pouring to pier side bottom plate, concrete is opened on the inside of web
Blanking at window, concrete flow to bottom plate range through web templates.Bottom plate 6.5m wide scope inner concrete is by two coxostermum blowings
Stack shaping, worker of vibrating carry out concrete vibrating directly on baseplate reinforcing bar.
Testing crew needs optimized mix-proportion again before the construction of T structure, according to heavy grade concreting, in concrete
The aspect of performance such as intensity, elasticity modulus, workability reach maximum optimization.The C50 Concrete Design slump is 160-
200mm, tests determined practical slump are 195mm；The control of concrete slump is in 190mm, control when pouring web when pouring bottom plate
In 195mm or so, and the slump goes up and down appropriate adjustment with temperature；While ensuring concrete workability and mobility, bottom is poured
The presetting period is adjusted to 3h when plate, and the presetting period is adjusted to 4h when pouring web；Sand coarse aggregate ratio is 43%, water-cement ratio 0.33, concrete
Presetting period is 55 minutes 6 hours, and final setting time is 20 minutes 9 hours.
Bottom web concrete pours the big annular for arriving end floor beam circulation again using left web to middle cross beam to right web
Process is poured, web concrete lift height is also controlled in 30cm or so while underplate concrete accumulation, guarantees bottom web
Concrete synchronous pours.Bottom plate carries out the work of receipts face in the case where ensuring is not in flow after vibrating, and guarantees that bottom plate is smooth
Degree reaches code requirement.It will be in time to percussion inspection be carried out at chamfering, to prevent appearance cavity and greatly after having vibrated at bottom plate chamfering
Phenomena such as area cellular.Two coxostermums pour height difference no more than 30cm, and web, which vibrates, is still inserted vibrating spear with internal model windowing position
Enter web to vibrate.Every layer of concrete placings should be poured in lower layer's concrete initial set or before capable of remolding completes upper layer concrete.Bottom plate is both accomplished in this way
Concrete does not occur large area accumulation, and accelerates web speed of perfusion, and largely shorten concrete pours the time.
Bottom web carries out sprinkling maintenance to concrete after the completion of pouring, in base plate paving geotextiles watering health, web
Plastic film is pasted, moisture-keeping function can be played.
18, top board construction
1, roof plate template is installed
After the concrete strength poured for the first time reaches 2.5MPa, to the concrete surface dabbing poured for the first time and rinse dry
Only.Entire T structure top plate tooth block reaches 20, and tooth block projected area reaches the 70% of entire top plate, and project is accurate using BIM technology
Top board structure and inner support are simulated, template loft and bracket Pass line adjustment is instructed and is rapidly completed.Top plate tooth block BIM illustraton of model is such as
Shown in Figure 12.
Consider the turnover of project material, the spigot-and-socket disk that top plate inner support uses buckles bracket.The same bottom of the installation of roof system
Modular system it is almost the same, i.e., after the position of top plate tooth block being fixed, pass through disk buckle frame jacking adjust tooth block position at mark
Height, jacking Pass line adjustment install 12.6 type I-steel as transverse distribution beam 8 afterwards in place, installed on transverse distribution beam 8 12cm ×
For the lumps of wood of 12cm as longitudinal distribution beam 9, gap plug embankment formula is the same with bottom plate processing mode, finally carries out the peace of roof plate template
Dress.
2 top plate prestressing force and reinforcement installation
T structure longitudinal prestressing pipeline has 26 to be arranged in top plate, while transverse direction and vertical prestressing pipeline are also all arranged in top plate,
Collision detection is carried out using BIM technology in advance, instructs Steel Reinforcing Bar Material and installation, prestress pipe and regular reinforcement is rapidly completed
Installation.
3 concrete roofs pour
One-pass molding is perfused from beam-ends in top plate, after the completion of vibrating, artificial plastering in time, when plastering, according to the elevation being arranged on beam
Net is controlled, 3 elongated longitudinal reinforcements are set, and are welded on vertical control point.The flatness control in big face is by leveling vibration
Dynamic beam is realized, is first once vibrated entirely with vibrating spear before leveling.It uses when leveling walking beam work and manually tows, in walking
From manually to low-lying place's feeding, vibrating after flattening, then smear artificial plastering with wood, carrying out plucking with long-handle brush later.Top plate is mixed
After solidifying soil receipts face, is covered immediately with plastic film or geotextiles after concrete surface Free water is scattered and disappeared, prevent wind from going out
Existing cup shake.Plastic film is thrown off before initial set, changes geotextiles water seasoning into.
Compared with prior art, the present invention having the advantages that：
（1）Economic benefit：
Using the compound support system of staged, the dosage 50t of disk button steel pipe support 5 is saved；Top is full using disk button
Hall bracket, security performance is high, and it is fast to set up speed, saves the duration 12 days；Steel pipe pile foundation 1 sets use " dig+making+bury+anchor "
Construction technology solves the problems, such as that steel-pipe pile is difficult to inserting piling under cobble stone, boulder geological conditions, accelerates construction speed, save 15
It.Using the short lumps of wood supertronic of 1.2m and 12mm bamboo slab rubber as bed die, overcoming steel form can not adjust greatly T structure bed die system mould
The difficulty of curve baseplate, while bed die assembling speed is fast, saves the duration 17 days altogether.Single T structure template area is 3040m2, web
Template is processed using back court split blade type, and live fast hoisting splicing accelerates construction speed, saves the duration 12 days altogether.Through calculating
Generate 2,290,000 yuan of economic benefit：4 T structure constructions save 390,000 yuan of labour cost altogether, and equipment leasing takes 530,000 yuan, and plank sheathing replaces
Steel form saves 630,000 yuan of fee of material altogether, and circulation material takes 180,000 yuan of rental charge, 560,000 yuan of administration fee；
（2）Social benefit：
The engineering method has responded national sustainable development policy, embodies Green Development theory, protects the ecological environment of the Yellow River.For
Being open to traffic for bridge provides strong technical support.Scheme implementation achieves good effect, same what is accelerated construction progress
When ensure that construction quality, facilitate local people's lives, promote local economic development, the technology for improving company is real
Power repeatedly obtains the praise of owner and supervisor, local media are repeatedly declared for a collection of technical expert of enterprise cultivation
Report is passed, the corporate image of company is improved, promotes the development of Bridges in Our Country cause.
Claims (8)
1. a kind of cast-in-place support of the rigid structure of cantilever T-type, which is characterized in that including steel pipe pile foundation（1）, steel pipe column（2）, Bailey beam
（3）, fashioned iron distribution beam（4）With disk button steel pipe support（5）, steel pipe pile foundation（1）, steel pipe column（2）, Bailey beam（3）, fashioned iron point
With beam（4）With disk button steel pipe support（5）Combination constitutes the compound supporting support of staged；The steel pipe pile foundation（1）It adopts
With the combining form of " 1000 × 12mm of Ф steel-pipe pile+anchoring pile "；The steel pipe column（2）Lengthening is connected on steel-pipe pile, and more
Steel pipe column（2）Between lateral is set（6）And diagonal brace（7）；Steel pipe column（2）Lateral girder is arranged in top（10）, lateral girder（10）
Bailey beam is arranged in top（3）As longitudinal girder；Bailey beam（3）Upper laying fashioned iron distribution beam（4）；Fashioned iron distribution beam（4）On set
Set disk button steel pipe support（5）.
2. a kind of cast-in-place support of rigid structure of cantilever T-type according to claim 1, which is characterized in that the lateral girder
（10）For Two bors d's oeuveres H profile steel.
3. a kind of cast-in-place support of rigid structure of cantilever T-type according to claim 1, which is characterized in that the Bailey beam（3）
For 321 type beret slices.
4. a kind of cast-in-place support of rigid structure of cantilever T-type according to claim 1, which is characterized in that the fashioned iron distribution
Beam（4）Transverse distribution beam including 25b type I-steel（8）With longitudinal distribution beam of 12.6 type I-steel（9）.
5. a kind of cast-in-place support of rigid structure of cantilever T-type according to claim 1, which is characterized in that the disk button steel
Pipe holder（5）For socket joint type full framing.
6. a kind of construction method of the rigid structure of cantilever T-type, which is characterized in that include the following steps：
The first step：Set up cast-in-place support；Cast-in-place support is steel pipe pile foundation（1）, steel pipe column（2）, Bailey beam（3）, fashioned iron distribution
Beam（4）With disk button steel pipe support（5）Combine the compound supporting support of staged constituted, the steel pipe pile foundation（1）It adopts
With the combining form of " 1000 × 12mm of Ф steel-pipe pile+anchoring pile ", steel pipe pile foundation（1）Set up applying for use " dig+making+bury+anchor "
Work technique；The steel pipe column（2）Lengthening is connected on steel-pipe pile, more steel pipe columns（2）Between lateral is set（6）And diagonal brace
（7）；Steel pipe column（2）Lateral girder is arranged in top（10）, lateral girder（10）Bailey beam is arranged in top（3）As longitudinal girder；
Bailey beam（3）Upper laying fashioned iron distribution beam（4）；Fashioned iron distribution beam（4）Upper setting disk button steel pipe support（5）；
Second step：The construction of bottom web；Web construction in bottom successively includes that bed die is installed, web outside mould is installed, bottom web reinforcement is pre-
Side form installation and bottom web concrete pour in stress installation, web, set up top plate inner support in advance, are formed with web templates interior
The outer support system drawn of support；
Third step：Top board construction；Top board construction successively includes that roof plate template installation, top plate prestressing force and reinforcement installation and top plate are mixed
Solidifying soil pours.
7. a kind of construction method of rigid structure of cantilever T-type according to claim 6, which is characterized in that the cast-in-place support
Including following working procedure：（1））Excavation of foundation pit；（2））Leading truck production and installation；（3））Steel-pipe pile is processed and is set up；（4））
Anchoring pile construction；（5））Linking beam is constructed between stake；（6））Main beam construction；（7））Bailey beam（3）And distribution beam installation；（8））Disk is buckled
Formula steel pipe support（5）It sets up；（9））Adjust top of support absolute altitude.
8. a kind of construction method of rigid structure of cantilever T-type according to claim 6, which is characterized in that the steel-pipe pile adds
Needed after work to steel pipe pile head reinforce, pile foundation use diameter 1000mm steel pipe, steel-pipe pile wall thickness 12mm, need to pile crown into
The processing of row local strengthening, reinforcement material use the steel pipe of diameter 1000mm, and when reinforcing first intercepts 30cm long steel pipe, therefrom by steel pipe
Between split, pipe diameter after cutting is adjusted to 1000mm with veneer reeling machine, steel pipe adjusted is finally attached to steel pipe stake top
Outside is simultaneously fully welded.
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| CN110004838A (en) * | 2019-05-16 | 2019-07-12 | 成都建工路桥建设有限公司 | A kind of ovum type underpass bridge cast-in-situ box beam bracket template system |
| CN110067206A (en) * | 2019-05-16 | 2019-07-30 | 成都建工路桥建设有限公司 | A kind of ovum type underpass bridge construction method |
| CN110593110A (en) * | 2019-09-25 | 2019-12-20 | 中交二公局第五工程有限公司 | Box girder cast-in-place support suitable for curves and longitudinal and transverse slopes and construction method thereof |
| CN110804948A (en) * | 2019-10-31 | 2020-02-18 | 安徽省路港工程有限责任公司 | Construction method of steel pipe pile bailey truss foundation full-space bracket system |
| CN111622539A (en) * | 2020-06-05 | 2020-09-04 | 浙江交工集团股份有限公司 | Operation line shed tunnel support structure for narrow space and construction method thereof |
| CN112100726A (en) * | 2020-09-19 | 2020-12-18 | 南昌大学 | Intelligent generation method of planar orthogonal multi-axial bearing platform steel bars |
| CN112696009A (en) * | 2020-12-07 | 2021-04-23 | 中铁二局第三工程有限公司 | Supporting joist platform of dish knot formula support suitable for building engineering |
| CN112709143A (en) * | 2020-12-24 | 2021-04-27 | 中建八局第三建设有限公司 | Cast-in-place inclined leg rigid frame bridge disc buckle type full-space support and template construction method |
| CN112982165A (en) * | 2019-12-17 | 2021-06-18 | 中交路桥建设有限公司 | Construction method for assembling steel box girder of river channel |
| CN114000540A (en) * | 2021-12-08 | 2022-02-01 | 北京市市政四建设工程有限责任公司 | Ramp bridge combined supporting system constructed in parallel with underground complex and construction method |
| CN114108642A (en) * | 2021-12-08 | 2022-03-01 | 北京市市政四建设工程有限责任公司 | Ramp bridge and underground complex structure parallel construction method |
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| CN110004838A (en) * | 2019-05-16 | 2019-07-12 | 成都建工路桥建设有限公司 | A kind of ovum type underpass bridge cast-in-situ box beam bracket template system |
| CN110004838B (en) * | 2019-05-16 | 2023-11-10 | 成都建工路桥建设有限公司 | Egg-shaped lower through road bridge cast-in-situ box girder support template system |
| CN110593110A (en) * | 2019-09-25 | 2019-12-20 | 中交二公局第五工程有限公司 | Box girder cast-in-place support suitable for curves and longitudinal and transverse slopes and construction method thereof |
| CN110804948A (en) * | 2019-10-31 | 2020-02-18 | 安徽省路港工程有限责任公司 | Construction method of steel pipe pile bailey truss foundation full-space bracket system |
| CN110804948B (en) * | 2019-10-31 | 2021-05-11 | 安徽省路港工程有限责任公司 | Construction method of steel pipe pile bailey truss foundation full-space bracket system |
| CN112982165A (en) * | 2019-12-17 | 2021-06-18 | 中交路桥建设有限公司 | Construction method for assembling steel box girder of river channel |
| CN111622539A (en) * | 2020-06-05 | 2020-09-04 | 浙江交工集团股份有限公司 | Operation line shed tunnel support structure for narrow space and construction method thereof |
| CN112100726B (en) * | 2020-09-19 | 2022-03-15 | 南昌大学 | Intelligent generation method of planar orthogonal multi-axial bearing platform steel bars |
| CN112100726A (en) * | 2020-09-19 | 2020-12-18 | 南昌大学 | Intelligent generation method of planar orthogonal multi-axial bearing platform steel bars |
| CN112696009A (en) * | 2020-12-07 | 2021-04-23 | 中铁二局第三工程有限公司 | Supporting joist platform of dish knot formula support suitable for building engineering |
| CN112709143A (en) * | 2020-12-24 | 2021-04-27 | 中建八局第三建设有限公司 | Cast-in-place inclined leg rigid frame bridge disc buckle type full-space support and template construction method |
| CN114108642A (en) * | 2021-12-08 | 2022-03-01 | 北京市市政四建设工程有限责任公司 | Ramp bridge and underground complex structure parallel construction method |
| CN114000540A (en) * | 2021-12-08 | 2022-02-01 | 北京市市政四建设工程有限责任公司 | Ramp bridge combined supporting system constructed in parallel with underground complex and construction method |
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| CN114880752A (en) * | 2022-07-01 | 2022-08-09 | 石家庄羚建工程技术咨询有限公司 | BIM-based quick distribution and engineering calculation amount implementation method for disc buckle support |
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Address after: No.267, 15th Street, Jingkai, Zhengzhou, Henan Province, 450000 Applicant after: CHINA CONSTRUCTION SEVENTH ENGINEERING DIVISION Corp.,Ltd. Address before: 450000 No. 116 Chengdong Road, Jinshui District, Henan, Zhengzhou Applicant before: CHINA CONSTRUCTION SEVENTH ENGINEERING DIVISION Corp.,Ltd. |
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Application publication date: 20181116 |