CN109056536A - Based on combined type hoop bracket construction of cast-in-situ box-beam method - Google Patents
Based on combined type hoop bracket construction of cast-in-situ box-beam method Download PDFInfo
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- CN109056536A CN109056536A CN201810903920.2A CN201810903920A CN109056536A CN 109056536 A CN109056536 A CN 109056536A CN 201810903920 A CN201810903920 A CN 201810903920A CN 109056536 A CN109056536 A CN 109056536A
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- pier stud
- prestressing force
- lacing wire
- cast
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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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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
Abstract
The present invention relates to one kind to be based on combined type hoop bracket construction of cast-in-situ box-beam method, it is characterised in that built-in ring flat-plate is arranged in the inside of pier stud steel reinforcement cage；After the first prestressing force lacing wire is set in lateral placing body, two semicircular fastening hoop plates are set on the outside of lateral placing body upper surface, pier stud；Stage support is set in the outside of fastening hoop plate, and fastens the second prestressing force lacing wire and third prestressing force lacing wire respectively；Elevation regulating device is set on lateral bearing plate；Pier top screed-coat, hanger bottom plate, dead man and longitudinal crossbeam are set at the top of pier stud；After main beam is installed, then Bailey beam and distribution beam integral slipping lifted to the top of main beam, then carries out beam forms installation and concreting.The present invention can promote cast-in-situ box girder formwork construction quality, improve Bailey beam lifting and template installation efficiency, reduction form removable difficulty.
Description
Technical field
The present invention relates to construction of cast-in-situ box-beam method, in particular to a kind of template in-site installation convenience, formwork erection intensity
Height, Bailey beam lifting is convenient, stamping die is high-efficient based on combined type hoop bracket construction of cast-in-situ box-beam method, belongs to science of bridge building
Field is suitable for cast-in-situ box girder pouring construction engineering.
Background technique
With the continuous development of modern bridge Construction Technology, cast-in-situ box girder is easy for construction with its, technically simple, applicability
Extensively, the advantage without prefabricated place etc. becomes a kind of main method of bridge construction.But in construction of cast-in-place box girders construction, Chang Cun
The problems such as bracket and Bailey beam lifting are difficult, formwork erection quality is difficult to control, site operation efficiency is seriously affected, and one
Determine the construction cost that construction of cast-in-place box girders is increased in degree.
Has the construction method that a kind of cast-in-situ box girder form fixer was filled with and removed cast-in-place beam forms in the prior art, interim
Support is equipped with bed die, and bed die bed die two sides are separately connected side form；Side form is supported using bracket, along two of side form length direction
Drawing system is set between end and crossbeam；Drawing system includes the sliding rail along the setting of crossbeam length direction, along sliding rail sliding, simultaneously
With the pull element of side form dismantling connection, and the traction device for driving pull element to be slided.When dismounting, temporary support is reduced,
It is detached from temporary support and bed die；Pull element is connected with side form, and by traction device drives edge sliding rail slide, side form with it is cast-in-place
Beam is detached from.Although the construction method solves the problems, such as cast-in-situ box girder formwork assembling and disassembling, but need to set up full framing, for beam
The biggish cast-in-situ box girder of bottom head room, site operation efficiency is lower, and the precision of formwork erection is not easy to control.
Though reducing bracket in conclusion existing construction method achieves preferable construction effect in suitable operating condition
System installation difficulty, raising site operation efficiency etc. remain deficiency.In consideration of it, difficult for the lifting of strutting system is effectively reduced
Degree, improves on-site hoisting construction efficiency at the precision for promoting the control of box girder formwork elevation, and urgently invent a kind of can not only mention at present
Cast-in-situ box girder formwork construction quality is risen, and Bailey beam lifting and template installation efficiency can be improved, mould can also be improved
Plate Demolition Construction speed based on combined type hoop bracket construction of cast-in-situ box-beam method.
Summary of the invention
Cast-in-situ box girder formwork construction quality can be not only promoted the purpose of the present invention is to provide a kind of, and can be improved
Bailey beam lifting and template installation efficiency can also improve the existing based on combined type hoop bracket of form removable speed of application
Pour box girder construction method.
To realize the above-mentioned technical purpose, the invention adopts the following technical scheme:
One kind being based on combined type hoop bracket construction of cast-in-situ box-beam method, it is characterised in that including following construction procedure:
1) ring flat-plate built in is arranged: built-in ring flat-plate is arranged in the inside of pier stud steel reinforcement cage, and keeps built-in ring flat-plate and steel reinforcement cage vertical
It is connected to reinforcement welding；Pressure diffusion plate and lateral placing body are set on the outside of built-in ring flat-plate, and make the appearance of pressure diffusion plate
Face and pier stud flush；Reinforcement dowel is set between pressure diffusion plate and built-in ring flat-plate, and first is arranged in pier stud
Presstressed reinforcing steel passes through hole；
2) the first prestressing force lacing wire is arranged: after pier stud concrete forms intensity, the first prestressing force lacing wire being sequentially passed through phase
Pair lateral placing body, check after lateral placing body elevation of top surface meets the requirements, then prestressing force is applied to the first prestressing force lacing wire；
3) fastening hoop plate is installed: two semicircular fastening hoop plates are set on the outside of lateral placing body upper surface, pier stud,
Peg connector and connection otic placode is respectively set in the both ends of fastening hoop plate, and fastening bolt is arranged in connection otic placode and passes through hole；Make
The both ends of the fastening hoop plate to connect pass through connection peg respectively and connect with fastening bolt；
4) lateral bearing plate is installed: stage support is arranged in the outside of fastening hoop plate, and stage support top surface is made to exist
On same elevation face, the second prestressing force lacing wire and third prestressing force lacing wire are fastened respectively, then lateral bearing plate is set to platform branch
On the upper surface of support body；
5) elevation regulating device is arranged: after carrying out precompressed elimination structure interval to lateral bearing plate, on lateral bearing plate
Elevation regulating device is set, after the completion of adjusting body progress elevation and horizontal slope adjusting using variable displacement, is adjusted by fixed displacement
Body carries out being displaced final control；
6) sliding lifting system setting: being arranged pier top screed-coat and hanger bottom plate at the top of pier stud, and make hanger bottom plate with
Preset dowel is bolted securely by dowel in pier stud, and pulley is arranged on the top of dead man and the both ends of longitudinal crossbeam；?
Bar bottom reinforcing steel is set between dead man and hanger bottom plate, oblique dowel is set between longitudinal crossbeam and transverse cross beams；
7) main beam install: by lifting rope sequentially pass through sliding lifting system pulley after, both ends respectively with lifting equipment and
Main beam connection is lifted main beam to lateral bearing plate using the sliding lifting system on pier stud；
8) Bailey beam and distribution beam lifting: according to the spacer conditions of adjacent pier stud, first being completed Bailey beam, then make
Bailey beam is connected firmly with distribution beam, then connect at the both ends of lifting rope with lifting equipment and Bailey beam respectively, using adjacent pier
Sliding lifting system synchronization on column lifts Bailey beam and distribution beam to main beam, and is connected firmly with main beam；
9) beam forms is installed: it first removes the sliding at the top of pier stud and lifts system, then precompressed is carried out to Bailey beam and distribution beam,
Then beam forms is lifted to distribution beam, the elevation and gradient of beam forms is adjusted by combining elevation regulating device
Section；
10) concreting and maintenance: pumped concrete indigenous equipment concrete perfusion into box girder formwork is used, and is supported
Shield construction；
11) stamping die is constructed: when box girder formwork stamping die is constructed, first being taken out fixed displacement and is adjusted body, then reduce variable bit transposition
The elevation for saving body, then by form removable.
Further, step 1) the built-in ring flat-plate is in circular ring shape, and outer diameter is identical as pier stud steel reinforcement cage internal diameter, built-in
Dowel in the inside setting ring of ring flat-plate, is welded to connect with pier stud steel reinforcement cage.
Step 3) peg connector is formed using steel plate rolling, is welded to connect with fastening hoop plate, along fastening hoop plate height side
It is laid to uniform intervals；The cross section of the peg connector is in rectangle, and at the centroid position of peg connector, setting peg is worn
Via hole.
Step 4) the stage support is answered in advance by the first connector, the second connector, the second prestressing force lacing wire and third
Power lacing wire composition, and Strengthening corner muscle is set between the first connector and the second connector；Second prestressing force lacing wire and third are pre-
Stress lacing wire is respectively arranged between the first connector between the second connector.
Step 5) the elevation regulating device adjusts body by bottom loading plates, variable displacement, fixed displacement adjusts body and top
Portion's bearing plate composition；The elevation regulating device is arranged 2~4 variable displacements in cast-in-situ box girder cross-sectional direction and adjusts body, respectively
Variable displacement adjusts body and is all made of independent pressure control mode.
Step 6) the sliding lifting system is made of hanger bottom plate, dead man, strut, and on the top of dead man and longitudinal cross
Pulley is arranged in the both ends of beam；Bar bottom reinforcing steel is set between dead man and hanger bottom plate, between longitudinal crossbeam and transverse cross beams
Oblique dowel is set.
The present invention has the characteristics that following and beneficial effect
(1) built-in ring flat-plate is set on the inside of pier stud steel reinforcement cage, and dowel in ring is set on built-in ring flat-plate, can effectively be mentioned
Rise the globality of built-in ring flat-plate and pier stud；The setting of pressure diffusion plate and the first prestressing force lacing wire can effectively promote lateral placing body
Resistance to compression and shear resistance.
(2) it is provided with the second prestressing force lacing wire and third prestressing force lacing wire in stage support, helps to enhance supporter
With the bonding strength of pier stud, the globality of lift structure.
(3) setting of elevation regulating device can promote the precision of box girder formwork elevation control, reduce the difficulty of stamping die construction.
(4) setting for sliding lifting system can effectively reduce the hoisting difficulty of Bailey beam and distribution beam, improve on-site hoisting
Construction efficiency.
Detailed description of the invention
Fig. 1 is that the present invention is based on combined type hoop bracket cast-in-situ box girder support system sectional schematic diagrams；
Fig. 2 is section after present invention sliding lifting system installation；
Fig. 3 is that Fig. 1 laterally shelves body region cross-sectional view；
Fig. 4 is Fig. 1 stage support sectional schematic diagram；
Fig. 5 is Fig. 1 elevation regulating device schematic diagram；
Fig. 6 is Fig. 1 fastening hoop plate cross-sectional view；
Fig. 7 is Fig. 2 sliding lifting system top view；
Fig. 8 is based on combined type hoop bracket construction of cast-in-situ box-beam flow chart.
In figure: ring flat-plate built in 1-；2- pier stud steel reinforcement cage；3- pier stud；4- steel reinforcement cage longitudinal reinforcement；5- pressure diffusion plate；6-
Lateral placing body；7- reinforcement dowel；The first presstressed reinforcing steel of 8- passes through hole；9- the first prestressing force lacing wire；10- fastening hoop plate；11-
Peg connector；12- fastening bolt；13- connection otic placode；14- fastening bolt passes through hole；15- lateral bearing plate；16- platform branch
Support body；17- elevation regulating device；18- variable displacement adjusts body；19- fixed displacement adjusts body；20- slides lifting system；21-
Hanger bottom plate；22- dowel；23- dowel bolt；24- pulley；25- dead man；The longitudinal direction 26- crossbeam；27- bar bottom reinforcing steel；28- is horizontal
To crossbeam；The oblique dowel of 29-；30- main beam；31- lifting rope；32- Bailey beam；33- distribution beam；34- beam forms；In 35- ring
Dowel；36- peg passes through hole；The first connector of 37-；The second connector of 38-；39- the second prestressing force lacing wire；40- third is pre-
Stress lacing wire；41- Strengthening corner muscle；42- bottom loading plates；Bearing plate at the top of 43-；44- strut；45- connection peg；46- pier top
Screed-coat.
Specific embodiment
Skill that pier stud pouring construction technical requirements, the binding of pier stud steel reinforcement cage and Hoisting Construction Technology require, site welding is constructed
Art requires, mix Design and pouring construction technical requirements, prestressing force lacing wire laying and stretching construction technical requirements etc.,
It is repeated no more in present embodiment, emphasis illustrates that the present invention relates to the embodiments of method.
Fig. 1 is the present invention is based on combined type hoop bracket cast-in-situ box girder support system sectional schematic diagram, and Fig. 2 is cunning of the present invention
Section after lifting system is installed is moved, Fig. 3 is that Fig. 1 laterally shelves body region cross-sectional view, and Fig. 4 is that Fig. 1 platform body section shows
It is intended to, Fig. 5 is Fig. 1 elevation regulating device schematic diagram, and Fig. 6 is Fig. 1 fastening hoop plate cross-sectional view, and Fig. 7 is Fig. 2 sliding lifting system
Top view.Shown in referring to Fig.1~Fig. 7, built-in ring flat-plate 1 is set in the inside of pier stud steel reinforcement cage 2；To being arranged in lateral placing body 6
After first prestressing force lacing wire 9, two semicircular fastening hoop plates 10 are set on the outside of lateral 6 upper surface of placing body, pier stud 3；?
Stage support 16 is arranged in the outside of fastening hoop plate 10, and fastens the second prestressing force lacing wire 39 and third prestressing force lacing wire respectively
40；Elevation regulating device 17 is set on lateral bearing plate 15；At the top of pier stud 3 be arranged pier top screed-coat 46, hanger bottom plate 21,
Dead man 25 and longitudinal crossbeam 26；After main beam 30 is installed, then Bailey beam 32 and 33 integral slipping of distribution beam lifted to master
Then the top of crossbeam 30 carries out the installation of beam forms 34 and concreting.
Built-in ring flat-plate 1 is cylindrical, is highly 0.5m, and diameter is identical as 4 internal diameter of steel reinforcement cage longitudinal reinforcement, using with a thickness of
The steel plate rolling of 1cm forms, and armor plate strength grade is Q235B.
2 diameter of pier stud steel reinforcement cage is 700mm, and steel reinforcement cage longitudinal reinforcement 4 uses HRB335 reinforcing bar, diameter 32mm；Pier stud 3
Diameter is 800mm, strength grade of concrete C40.
Pressure diffusion plate 5 uses Q235B steel plate, and with a thickness of 1cm, long 0.5m, width 15cm make the appearance of pressure diffusion plate 5
Face and 3 flush of pier stud.
Lateral placing body 6 is arc-shaped, inner surface and 3 flush with outer surface of pier stud, it is prefabricated using the steel plate with a thickness of 2cm and
At length 20cm, width 20cm.
Reinforcement dowel 7 uses diameter to cut for the spiral of 25mm, length 15cm.
First prestressing force lacing wire 9 uses HRB400 hot rolled ribbed bars, diameter 32mm, length 1m；First presstressed reinforcing steel
It is 40mm across 8 internal diameter of hole.
Two semicircular fastening hoop plates 10 are set on the outside of lateral 6 upper surface of placing body, pier stud；Make the fastening hoop to connect
The both ends of plate 10 pass through connection peg 45 respectively and fastening bolt 12 connects；Peg is respectively set at the both ends of fastening hoop plate 10 to connect
Junctor 11 and connection otic placode 13 are arranged fastening bolt in connection otic placode 13 and pass through hole 14.
10 cross section semicircular in shape of fastening hoop plate, diameter 800mm are highly 60cm, using the steel plate pressure with a thickness of 2cm
It makes, armor plate strength Q235B.
Peg connector 11 is set to the outside of fastening hoop plate 10, uses with a thickness of 10mm, strength grade as the steel plate of Q235
It rolls, planar dimension is 100mm × 100mm；Connection peg 45 uses diameter for the screw rod of 30mm, length 80cm；Bolt
Nail is matched across 36 size of hole with peg 45 is connect.
Fastening bolt 12 uses diameter for the hex bolts of 20mm.
Connection otic placode 13 is welded in the both ends of fastening hoop plate 10 using 10cm × 10cm steel plate with a thickness of 2cm；Fasten spiral shell
The diameter that bolt passes through hole 14 is 50mm.
Lateral bearing plate 15 uses 20cm × 30cm steel plate, with a thickness of 2cm.
Stage support 16 using being welded with a thickness of the steel plate of 2cm, do not close by bottom surface and side.
Elevation regulating device 17 adjusts body 18 by variable displacement, fixed displacement adjusts body 19, bottom loading plates 42 and top
Bearing plate 43 is constituted.
It is hydraulic jack that variable displacement, which adjusts body 18, and maximum jacking tonnage is 20 tons.
Fixed displacement is adjusted body 19 and is rolled using section steel beam；Bottom loading plates 42 and top bearing plate 43 are all made of
The steel plate of 50cm × 50cm, with a thickness of 1cm.
Sliding lifting system 20 is set on pier stud 3, and pier top screed-coat 46 and hanger bottom plate 21 are arranged at the top of pier stud 3,
And hanger bottom plate 21 is made to be connected firmly with dowel 22 preset in pier stud 3 by dowel bolt 23, make pulley 24 and dead man 25
Pulley 24 is arranged in top and the both ends of longitudinal crossbeam 26；Bar bottom reinforcing steel 27 is set between dead man 25 and hanger bottom plate 21,
Oblique dowel 29 is set between longitudinal crossbeam 26 and transverse cross beams 28.
Hanger bottom plate 21 uses diameter to cut for the steel plate of 800mm, thickness 2cm, armor plate strength Q235B.
Dowel 22 uses diameter 25mm spiral, length 60cm.
Dowel bolt 23 uses the hex bolts of internal diameter 25mm.
Pulley 24 is U-rail pulley, U-lag wide 22mm, diameter of pulley 80mm..
Dead man 25, longitudinal crossbeam 26 and transverse cross beams 28 are all made of 50mm × 80mm rectangular steel tube, with a thickness of 4mm, intensity
For Q235B.
Bar bottom reinforcing steel 27 and oblique dowel 29 are all made of the spiral that diameter is 25mm.
Main beam 30 is the H profile steel of 150mm × 150mm, web thickness 10mm.
Lifting rope 31 is wirerope, diameter 18.5mm.
Bailey beam 32 uses 321 type 3000mm × 1500mm × 176mm steelframe.
Distribution beam 33 is I-steel, and specific scantling is calculated according to actual condition.
Beam forms 34 is formed using steel plate rolling, steel plate thickness 2mm.
Dowel 35 uses diameter 32mm spiral, length 10cm in ring.
First connector 37 and the second connector 38 are all made of and cut with a thickness of 2cm steel plate.
Second prestressing force lacing wire 39 and third prestressing force lacing wire 40 are all made of HRB400 hot rolling rib reinforcement, diameter 32mm,
Length is respectively 1.5m, 2m.
Strengthening corner muscle 41 uses diameter for 25mm spiral, length 30cm.
Strut 44 uses H profile steel, having a size of 150mm × 150mm, web thickness 10mm, length 0.5m.
Pier top screed-coat 46 is screed, strength grade M20, thickness 2cm.
Fig. 8 is based on combined type hoop bracket construction of cast-in-situ box-beam flow chart, and referring to shown in Fig. 8, one kind being based on combined type
Hoop bracket construction of cast-in-situ box-beam method, including following construction procedure:
1) ring flat-plate 1 built in is arranged: built-in ring flat-plate 1 is arranged in the inside of pier stud steel reinforcement cage 2, and makes built-in ring flat-plate 1 and reinforcing bar
Cage longitudinal reinforcement 4 is welded to connect；Pressure diffusion plate 5 and lateral placing body 6 are set on the outside of built-in ring flat-plate 1, and make pressure diffusion
The outer surface of plate 5 and 3 flush of pier stud；Reinforcement dowel 7 is set between pressure diffusion plate 5 and built-in ring flat-plate 1, and in pier
The first presstressed reinforcing steel of setting passes through hole 8 in column 3；
2) the first prestressing force lacing wire 9 is arranged: after 3 concrete of pier stud forms intensity, the first prestressing force lacing wire 9 being sequentially passed through
Opposite lateral placing body 6 after lateral 6 elevation of top surface of placing body of check is met the requirements, then applies the first prestressing force lacing wire 9 pre-
Stress；
3) fastening hoop plate 10 is installed: two semicircular fastening hoops being arranged on the outside of lateral 6 upper surface of placing body, pier stud 3
Peg connector 11 and connection otic placode 13 is respectively set at the both ends of fastening hoop plate 10 in plate 10, is arranged in connection otic placode 13 tight
Fixing bolt passes through hole 14；The both ends of the fastening hoop plate 10 to connect are made to pass through connection peg 45 and the connection of fastening bolt 12 respectively；
4) lateral bearing plate 15 is installed: stage support 16 is arranged in the outside of fastening hoop plate 10, and makes stage support
16 top surfaces fasten the second prestressing force lacing wire 39 and third prestressing force lacing wire 40 on same elevation face respectively, then by lateral bearing
Plate 15 is set on the upper surface of stage support 16；
5) elevation regulating device 17 is arranged: after carrying out precompressed elimination structure interval to lateral bearing plate 15, in lateral bearing
Elevation regulating device 17 is set on plate 15, after the completion of adjusting the progress elevation of body 18 and horizontal slope adjusting using variable displacement, by solid
Positioning transposition section body 19 carries out being displaced final control；
6) sliding lifting system 20 is arranged: pier top screed-coat 46 and hanger bottom plate 21 being arranged at the top of pier stud 3, and makes hanger
Bottom plate 21 is connected firmly with dowel 22 preset in pier stud 3 by dowel bolt 23, top and longitudinal crossbeam 26 in dead man 25
Both ends be arranged pulley 24；Bar bottom reinforcing steel 27 is set between dead man 25 and hanger bottom plate 21, in longitudinal crossbeam 26 and laterally
Oblique dowel 29 is set between crossbeam 28；
7) main beam 30 install: by lifting rope 31 sequentially pass through sliding lifting system 20 pulley 24 after, both ends respectively with mention
It draws equipment and main beam 30 to connect, is lifted main beam 30 to lateral bearing plate 15 using the sliding lifting system 20 on pier stud 3
On；
8) Bailey beam 32 and distribution beam 33 lift: according to the spacer conditions of adjacent pier stud 3, first installing the group of Bailey beam 32
At, then Bailey beam 32 is made to be connected firmly with distribution beam 33, then by the both ends of lifting rope 31 respectively with lifting equipment and Bailey beam 32
Connection lifts Bailey beam 32 and distribution beam 33 to main beam 30 using the sliding lifting system 20 on adjacent pier stud 3 is synchronous,
And it is connected firmly with main beam 30；
9) beam forms 34 is installed: the sliding for first removing 3 top of pier stud lifts system 20, then to Bailey beam 32 and distribution beam 33
Precompressed is carried out, then lifts beam forms 34 to distribution beam 33, by combination elevation regulating device 17 to the height of beam forms 34
Journey and gradient are adjusted；
10) concreting and maintenance: pumped concrete indigenous equipment concrete perfusion into box girder formwork 34 is used, and is carried out
Maintenance construction；
11) stamping die is constructed: when 34 stamping die of box girder formwork is constructed, first being taken out fixed displacement and is adjusted body 19, then reduce variable bit
The elevation of transposition section body 18, then by form removable.
Claims (6)
1. one kind is based on combined type hoop bracket construction of cast-in-situ box-beam method, it is characterised in that including following construction procedure:
1) ring flat-plate built in (1) setting: being arranged built-in ring flat-plate (1) in the inside of pier stud steel reinforcement cage (2), and make built-in ring flat-plate (1) with
Steel reinforcement cage longitudinal reinforcement (4) is welded to connect；Setting pressure diffusion plate (5) and lateral placing body (6) on the outside of built-in ring flat-plate (1),
And make outer surface and pier stud (3) flush of pressure diffusion plate (5)；It is set between pressure diffusion plate (5) and built-in ring flat-plate (1)
It sets reinforcement dowel (7), and the first presstressed reinforcing steel of setting passes through hole (8) in pier stud (3)；
2) the first prestressing force lacing wire (9) is arranged: after pier stud (3) concrete forms intensity, the first prestressing force lacing wire (9) successively being worn
Opposite lateral placing body (6) is crossed, after lateral placing body (6) elevation of top surface of check is met the requirements, then to the first prestressing force lacing wire
(9) apply prestressing force；
3) fastening hoop plate (10) is installed: two semicircular fastenings being arranged on the outside of lateral placing body (6) upper surface, pier stud (3)
It binds round plate (10), peg connector (11) and connection otic placode (13) is respectively set at the both ends of fastening hoop plate (10), in connection otic placode
(13) fastening bolt is set on and passes through hole (14)；Make the both ends of the fastening hoop plate (10) to connect pass through respectively connection peg (45) and
Fastening bolt (12) connection；
4) lateral bearing plate (15) is installed: stage support (16) are arranged in the outside of fastening hoop plate (10), and make platform
Body (16) top surface fastens the second prestressing force lacing wire (39) and third prestressing force lacing wire (40) on same elevation face respectively, then will
Lateral bearing plate (15) is set on the upper surface of stage support (16)；
5) elevation regulating device (17) is arranged: after carrying out precompressed elimination structure interval to lateral bearing plate (15), in lateral bearing
Elevation regulating device (17) are set on plate (15), after the completion of adjusting body (18) progress elevation and horizontal slope adjusting using variable displacement,
Body (19) are adjusted by fixed displacement to carry out being displaced final control；
6) sliding lifting system (20) setting: setting pier top screed-coat (46) and hanger bottom plate (21) at the top of pier stud (3), and make
Hanger bottom plate (21) is connected firmly with dowel (22) preset in pier stud (3) by dowel bolt (23), on the top of dead man (25)
Pulley (24) are arranged in end and the both ends of longitudinal crossbeam (26)；Bar bottom reinforcing steel is set between dead man (25) and hanger bottom plate (21)
(27), oblique dowel (29) are set between longitudinal crossbeam (26) and transverse cross beams (28)；
7) main beam (30) is installed: after the pulley (24) that lifting rope (31) is sequentially passed through to sliding lifting system (20), both ends difference
It connect with lifting equipment and main beam (30), is lifted main beam (30) extremely using sliding lifting system (20) on pier stud (3)
On lateral bearing plate (15)；
8) Bailey beam (32) and distribution beam (33) lifting: according to the spacer conditions of adjacent pier stud (3), first by the group of Bailey beam (32)
Install into, then Bailey beam (32) made to be connected firmly with distribution beam (33), then by the both ends of lifting rope (31) respectively with lifting equipment
It is connected with Bailey beam (32), it is synchronous by Bailey beam (32) and distribution beam using sliding lifting system (20) on adjacent pier stud (3)
(33) it on lifting to main beam (30), and is connected firmly with main beam (30)；
9) beam forms (34) is installed: first being removed the sliding at the top of pier stud (3) and is lifted system (20), then to Bailey beam (32) and distribution
Beam (33) carries out precompressed, then lifts beam forms (34) on distribution beam (33), right by combination elevation regulating device (17)
The elevation and gradient of beam forms (34) are adjusted；
10) it concreting and maintenance: using pumped concrete indigenous equipment to box girder formwork (34) interior concrete perfusion, and is supported
Shield construction；
11) stamping die is constructed: when box girder formwork (34) stamping die is constructed, first being taken out fixed displacement and is adjusted body (19), then reduce variable bit
The elevation of transposition section body (18), then by form removable.
2. according to claim 1 be based on combined type hoop bracket construction of cast-in-situ box-beam method, it is characterised in that: step 1)
The built-in ring flat-plate (1) is in circular ring shape, and outer diameter is identical as pier stud steel reinforcement cage (2) internal diameter, is arranged in the inside of built-in ring flat-plate (1)
Dowel (35) in ring are welded to connect with pier stud steel reinforcement cage (2).
3. according to claim 1 be based on combined type hoop bracket construction of cast-in-situ box-beam method, it is characterised in that: step 3)
Peg connector (11) is formed using steel plate rolling, is welded to connect with fastening hoop plate (11), along fastening hoop plate (11) short transverse
Uniform intervals are laid；The cross section of the peg connector (11) is in rectangle, is arranged at the centroid position of peg connector (11)
Peg passes through hole (36).
4. according to claim 1 be based on combined type hoop bracket construction of cast-in-situ box-beam method, it is characterised in that: step 4)
The stage support is by the first connector (37), the second connector (38), the second prestressing force lacing wire (39) and third prestressing force
Lacing wire (40) composition, and Strengthening corner muscle (41) are set between the first connector (37) and the second connector (38)；Second answers in advance
Power lacing wire (39) and third prestressing force lacing wire (40) are respectively arranged between the first connector (37) between the second connector (38).
5. according to claim 1 be based on combined type hoop bracket construction of cast-in-situ box-beam method, it is characterised in that: step 5)
The elevation regulating device (17) by bottom loading plates (42), variable displacement adjust body (18), fixed displacement adjust body (19) and
Top bearing plate (43) composition；2~4 variable displacements are arranged in cast-in-situ box girder cross-sectional direction in the elevation regulating device (17)
It adjusts body (18), each variable displacement adjusts body (18) and is all made of independent pressure control mode.
6. according to claim 1 be based on combined type hoop bracket construction of cast-in-situ box-beam method, it is characterised in that: step 6)
The sliding lifting system (20) is made of hanger bottom plate (21), dead man (25), strut (44), and on the top of dead man (25) and
Pulley (24) are arranged in the both ends of longitudinal crossbeam (26)；Bar bottom reinforcing steel is set between dead man (25) and hanger bottom plate (21)
(27), oblique dowel (29) are set between longitudinal crossbeam (26) and transverse cross beams (28).
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110184934A (en) * | 2019-06-03 | 2019-08-30 | 安徽省新路建设工程集团有限责任公司 | Cast-in-place Bent Cap formwork system and construction method |
| CN110438911A (en) * | 2019-07-22 | 2019-11-12 | 安徽省交通建设股份有限公司 | The construction method of the ecological dismounting structure in Urban Bridge part |
| CN110593114A (en) * | 2019-09-27 | 2019-12-20 | 杭州悦为科技有限公司 | Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket |
| CN111576195A (en) * | 2020-04-16 | 2020-08-25 | 中铁城建集团有限公司 | Construction method of support-free hoop for cylindrical pier |
| CN113174869A (en) * | 2021-04-16 | 2021-07-27 | 浙江交工金筑交通建设有限公司 | Construction method of large-span variable-section continuous cast-in-place box girder large-section support system |
| CN113174854A (en) * | 2021-04-20 | 2021-07-27 | 浙江交工金筑交通建设有限公司 | Construction method of large-span wide-body reserved post-cast-in-place box girder formwork system |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050100032A (en) * | 2004-04-13 | 2005-10-18 | (주)씨씨엘 코리아 | Self-moving movable scafolding system |
| CN101586328A (en) * | 2009-06-12 | 2009-11-25 | 中国第一冶金建设有限责任公司 | Anchor ear angle-table bracket building method for bridge sidespan closure segment construction |
| CN102277835A (en) * | 2011-05-10 | 2011-12-14 | 中铁九局集团有限公司 | Method for constructing single-column bent cap by adopting hoop and A-frame composite system |
| CN106012842A (en) * | 2016-05-20 | 2016-10-12 | 中建三局基础设施工程有限公司 | Standardized movable formwork |
| CN106120559A (en) * | 2016-06-14 | 2016-11-16 | 江苏燕宁建设工程有限公司 | A kind of bridge limited bracket construction method and bridge |
| CN106930191A (en) * | 2017-04-21 | 2017-07-07 | 中交公局第工程有限公司 | A kind of cast-in-situ box girder hoop bracket system and its construction method |
| CN207295462U (en) * | 2017-04-21 | 2018-05-01 | 中交一公局第一工程有限公司 | A kind of cast-in-situ box girder hoop bracket system |
-
2018
- 2018-08-09 CN CN201810903920.2A patent/CN109056536B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050100032A (en) * | 2004-04-13 | 2005-10-18 | (주)씨씨엘 코리아 | Self-moving movable scafolding system |
| CN101586328A (en) * | 2009-06-12 | 2009-11-25 | 中国第一冶金建设有限责任公司 | Anchor ear angle-table bracket building method for bridge sidespan closure segment construction |
| CN102277835A (en) * | 2011-05-10 | 2011-12-14 | 中铁九局集团有限公司 | Method for constructing single-column bent cap by adopting hoop and A-frame composite system |
| CN106012842A (en) * | 2016-05-20 | 2016-10-12 | 中建三局基础设施工程有限公司 | Standardized movable formwork |
| CN106120559A (en) * | 2016-06-14 | 2016-11-16 | 江苏燕宁建设工程有限公司 | A kind of bridge limited bracket construction method and bridge |
| CN106930191A (en) * | 2017-04-21 | 2017-07-07 | 中交公局第工程有限公司 | A kind of cast-in-situ box girder hoop bracket system and its construction method |
| CN207295462U (en) * | 2017-04-21 | 2018-05-01 | 中交一公局第一工程有限公司 | A kind of cast-in-situ box girder hoop bracket system |
Non-Patent Citations (1)
| Title |
|---|
| 韩建明: "浅谈抱箍支撑体系在现浇梁施工中的应用", 《公路交通科技(应用技术版)》 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110184934A (en) * | 2019-06-03 | 2019-08-30 | 安徽省新路建设工程集团有限责任公司 | Cast-in-place Bent Cap formwork system and construction method |
| CN110438911A (en) * | 2019-07-22 | 2019-11-12 | 安徽省交通建设股份有限公司 | The construction method of the ecological dismounting structure in Urban Bridge part |
| CN110593114A (en) * | 2019-09-27 | 2019-12-20 | 杭州悦为科技有限公司 | Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket |
| CN111576195A (en) * | 2020-04-16 | 2020-08-25 | 中铁城建集团有限公司 | Construction method of support-free hoop for cylindrical pier |
| CN113174869A (en) * | 2021-04-16 | 2021-07-27 | 浙江交工金筑交通建设有限公司 | Construction method of large-span variable-section continuous cast-in-place box girder large-section support system |
| CN113174854A (en) * | 2021-04-20 | 2021-07-27 | 浙江交工金筑交通建设有限公司 | Construction method of large-span wide-body reserved post-cast-in-place box girder formwork system |
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