CN102767141B - Construction method for huge capping beam utilizing reinforced concrete thin wall as permanent formwork - Google Patents
Construction method for huge capping beam utilizing reinforced concrete thin wall as permanent formwork Download PDFInfo
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- CN102767141B CN102767141B CN201210264508.3A CN201210264508A CN102767141B CN 102767141 B CN102767141 B CN 102767141B CN 201210264508 A CN201210264508 A CN 201210264508A CN 102767141 B CN102767141 B CN 102767141B
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- walled
- thin
- central block
- piece
- block thin
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- 238000010276 construction Methods 0.000 title claims abstract description 36
- 238000009415 formwork Methods 0.000 title claims abstract description 16
- 239000011150 reinforced concrete Substances 0.000 title abstract description 7
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 26
- 239000004567 concrete Substances 0.000 claims abstract description 19
- 239000003822 epoxy resins Substances 0.000 claims abstract description 6
- 229920000647 polyepoxides Polymers 0.000 claims abstract description 6
- 238000009434 installation Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 19
- 239000010959 steel Substances 0.000 claims description 19
- 238000010008 shearing Methods 0.000 claims description 12
- 230000002787 reinforcement Effects 0.000 claims description 9
- 238000003032 molecular docking Methods 0.000 claims description 8
- 239000011148 porous materials Substances 0.000 claims description 7
- 210000003205 Muscles Anatomy 0.000 claims description 4
- 230000000875 corresponding Effects 0.000 claims description 3
- 230000000630 rising Effects 0.000 claims description 2
- 210000002435 Tendons Anatomy 0.000 abstract description 5
- 238000010586 diagrams Methods 0.000 description 6
- 230000003028 elevating Effects 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 238000009417 prefabrication Methods 0.000 description 3
- 238000004642 transportation engineering Methods 0.000 description 2
- 239000004593 Epoxy Substances 0.000 description 1
- 101710015313 GIMAP8 Proteins 0.000 description 1
- 241001503485 Mammuthus Species 0.000 description 1
- 230000001070 adhesive Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000005516 engineering processes Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
Abstract
Description
Technical field
The present invention relates to technical field of bridge construction, specifically a kind of huge construction method of bent cap that utilizes steel concrete thin-walled to make permanent formwork.
Background technology
In the built bridge of China, major part is simply supported girder bridge, and simply supported girder bridge generally arranges bent cap at pier stud top, and the support platform using bent cap as beam slab, and therefore bent cap is the main bearing member of simply supported girder bridge.Conventionally, Coping Construction generally adopts poured in place concrete, or the construction method of integral prefabricated rear hoisted in position realizes.
Along with the raising day by day that urban construction requires, cast-in-place structural self outward appearance can not meet people's vision requirement, and cast-in-site also exists, and occupation of land is many, risk is high and on-the-spot with serious pollution problem.In prior art, have a kind of integral prefabricated construction method of bent cap, at prefabricated whole bent cap outside the venue, then whole bent cap is transported to scene, directly lifting.This construction method has solved support occupation of land affects traffic problems, and short construction period, site environment affect also little, although integral prefabricated rear lifting can be good at guaranteeing attractive in appearance and site environment, affected by Lifting Capacity larger.In some cities, the overhead bent cap of multilane need be arranged to more than 30 meter of direction across bridge, to meet track needs, and to direction width, be only 1/10 left and right of direction across bridge length along bridge, this structure is generally prestressed reinforced concrete, and weight reaches 1000t left and right, and structure aspect ratio is large, there is larger difficulty in lifting, this construction method is subject to the restriction in transportation facility and lifting space day by day, and application is limited to.
Summary of the invention
The invention provides a kind of huge construction method of bent cap that utilizes steel concrete thin-walled to make permanent formwork, by prefabrication and assembly construction and cast-in-place combining, by prefabricated reinforced concrete thin wall construction as permanent formwork, concreting therein after hoisted in position can guarantee to meet elevating capacity, site environment and structure attractive in appearance simultaneously.
Utilize steel concrete thin-walled to make a huge construction method of bent cap for permanent formwork, comprise the steps:
Step 1: capping beam template is divided into central block thin-walled, left side piece thin-walled and the right piece thin-walled, at precasting yard, carry out pre-formed respectively, described central block thin-walled, described left side piece thin-walled and described the right piece thin-walled are made by steel concrete, central block thin-walled docks key along height and the prefabricated projection of width as shearing with the cut-off part of left side piece thin-walled, the right piece thin-walled, and the bottom of central block thin-walled is reserved with a hole;
Step 2: prefabricated central block thin-walled, left side piece thin-walled and the right piece thin-walled are transported to job site;
Step 3: scene lifts, Matching installation and inner concreting, specifically comprises the steps:
(A) set up central block thin-walled, central block thin-walled is lifted to the Dun Ding position to pier stud, the hole reserved by central block thin-walled passes pier shaft reserved steel bar, utilizes the temporary fixed central block thin-walled of pier shaft or lower bracket;
(B) take central block thin-walled as permanent template, assembling reinforcement in central block thin-walled, reserved permanent prestressed pore passage, then concreting, makes itself and pier shaft become entirety;
(C) lifting left side piece thin-walled and the right piece thin-walled, utilize the shearing docking key and the central block thin-walled that arrange to carry out contraposition, after in place, at the interface of central block thin-walled and left side piece thin-walled, the right piece thin-walled, smear epoxy resin, and in thin-walled outside with top arranges respectively interim presstressed reinforcing steel and to drawing presstressed reinforcing steel;
(D) according to calculating the interim presstressed reinforcing steel of required prestressed reinforcement pulling force stretch-draw under various operating modes, then assembling reinforcement on the left side piece thin-walled and the right piece thin-walled, and carry out concreting, in reserved permanent prestress hole trace interpolation, enter transverse prestress muscle to import transverse prestress.
The present invention is by prefabrication and assembly construction and cast-in-place combining, by prefabricated reinforced concrete thin wall construction as permanent formwork, the mode of concreting therein after hoisted in position for huge bent cap, can guarantee to meet elevating capacity, site environment and structure attractive in appearance simultaneously.
Accompanying drawing explanation
Fig. 1 is the structural representation of capping beam template of the present invention, and described capping beam template comprises central block thin-walled 1, left side piece thin-walled 2 and the right piece thin-walled 3;
Fig. 2 lifts central block thin-walled 1 to the schematic diagram behind the Dun Ding position of pier stud 6;
Fig. 3 is the schematic diagram after the interior concreting of central block thin-walled 1;
Fig. 4 is the lateral view of central block thin-walled 1;
Fig. 5 is after left side piece thin-walled 2,3 liftings of the right piece thin-walled and the schematic diagram after 1 contraposition of central block thin-walled;
Fig. 6 schematic diagram that to be central block thin-walled 1 docked key and carried out contraposition by shearing with the right piece thin-walled 3;
Fig. 7 be after 3 liftings of left side piece thin-walled 2, the right piece thin-walled and central block thin-walled 1 by interim presstressed reinforcing steel, to drawing the schematic diagram after tension of prestressed tendon;
Fig. 8 carries out the schematic diagram after concreting in left side piece thin-walled 2 and the right piece thin-walled 3.
In figure: 1-central block thin-walled, 2-left side piece thin-walled, 3-the right piece thin-walled, 4-is to drawing presstressed reinforcing steel anchor block, 5-hole, 6-pier stud, 7-pier shaft reserved steel bar, the permanent prestressed pore passage of 8-, 9-shearing docking key, the interim presstressed reinforcing steel of 10-, 11-is to drawing presstressed reinforcing steel.
The specific embodiment
Below in conjunction with the accompanying drawing in the present invention, the technical scheme in the present invention is clearly and completely described.
One of them embodiment that the present invention utilizes steel concrete thin-walled to make the huge construction method of bent cap of permanent formwork comprises the steps:
Step 1: capping beam template is divided into central block thin-walled 1, left side piece thin-walled 2 and the right piece thin-walled 3 (as shown in Figure 1), carries out pre-formed at precasting yard respectively.Capping beam template is reinforced concrete thin-walled structure, and described central block thin-walled 1, described left side piece thin-walled 2 and described the right piece thin-walled 3 are made by steel concrete, and the required various members of pre-buried lifting.The prefabricated thickness of thin-walled, between 25-50cm, is determined concrete thickness according to elevating capacity, guarantees that thin wall construction gross weight is no more than crane capacity, but must not be lower than 25cm, otherwise cracking risk is larger while carrying out interim prestressed stretch-draw.The length of central block thin-walled 1 is 15m left and right, and the length of described left side piece thin-walled 2 and described the right piece thin-walled 3 is respectively 10m left and right, to guarantee that maximum hoisting weight is in 200t.Please also refer to Fig. 4 and Fig. 6, the cut-off part of central block thin-walled 1 and left side piece thin-walled 2, the right piece thin-walled 3 (being two sides, left side piece thin-walled 2 of central block thin-walled 1, the side that the right piece thin-walled 3 is relative with central block thin-walled 1) docks key 9 along height and the prefabricated projection of width as shearing in 30cm thickness.Please refer to Fig. 6, the rising height of shearing docking key 9 is in 4cm left and right, take central block (being central block thin-walled 1) as benchmark, limit piece (being left side piece thin-walled 2, the right piece thin-walled 3) Corresponding matching, the extrusion position place that is the corresponding central block of limit piece is depression, mutual clamping during contraposition like this.
The bottom of central block thin-walled 1 is reserved with a hole 5, to guarantee that pier shaft reserved steel bar 7 can be punctured in central block thin-walled 1.
Step 2: utilize iant flat truck that prefabricated central block thin-walled 1, left side piece thin-walled 2 and the right piece thin-walled 3 are transported to job site.In transportation, capping beam template is along being placed on flat car compared with length direction, to reduce the impact on road occupation width.
Step 3: scene lifts, Matching installation and inner concreting, specifically comprises the steps:
(A) set up central block thin-walled 1, central block thin-walled 1 is lifted to the Dun Ding position to pier stud 6, the hole 5 reserved by central block thin-walled 1 passes pier shaft reserved steel bar 7, utilizes the temporary fixed central block thin-walled 1 of pier shaft or lower bracket (as shown in Figure 2).
(B) take central block thin-walled 1 as permanent template, in the interior assembling reinforcement of central block thin-walled 1, reserved permanent prestressed pore passage 8 (can form the horizontal sleeve pipe of at least one row at the interior desired location of central block thin-walled 1, described horizontal sleeve pipe is described permanent prestressed pore passage 8, to connect transverse prestress muscle), then concreting, makes itself and pier shaft become entirety (as shown in Figure 3).
(C) lifting left side piece thin-walled 2 and the right piece thin-walled 3, utilize the shearing docking key 9 arranging to carry out contraposition with central block thin-walled 1, after in place, at central block thin-walled 1 and the interface of left side piece thin-walled 2, the right piece thin-walled 3, smear epoxy resin to strengthen adhesive property, and in thin-walled outside with top arranges respectively interim presstressed reinforcing steel 10 and to drawing presstressed reinforcing steel 11 (as shown in Figure 7), stretch-draw is to drawing presstressed reinforcing steel 11.Interim presstressed reinforcing steel 10 and to drawing presstressed reinforcing steel 11 to fix by anchored end pre-buried on thin wall construction.With the stretching force that draws presstressed reinforcing steel 11 being strained to intermediate mass and limit piece, can guarantee the bond effect of epoxy resin.To drawing presstressed reinforcing steel 11 to adopt indented bars, diameter is 32mm-40mm.
(D) according to calculating the interim presstressed reinforcing steel 10 of required prestressed reinforcement pulling force stretch-draw under various operating modes, then on the left side piece thin-walled 2 and the 3 interior assembling reinforcements of the right piece thin-walled, and carry out concreting, at the reserved interior insertion transverse prestress of permanent prestressed pore passage 8 muscle to import transverse prestress.Interim presstressed reinforcing steel 10 adopts indented bars, and diameter is 40mm-50mm.
The mammoth structure that construction method of the present invention cannot once lift is divided into sections; The lifting of sections or whole cast-in-place optimization are become to thin wall construction lifting and take thin wall construction as permanent template, carry out concreting; Adopt shearing docking key to control and strengthen the pith of cross section shear resistance as assembling docking, and in interface, smear epoxy resin and carry out cementing; Pre-buried anchored end on thin-walled, utilizes the pulling force effect to drawing presstressed reinforcing steel to guarantee epoxy bond effect; Utilize the interim prestressing force of interim presstressed reinforcing steel to meet concreting operating mode, reduce support and set up.
The present invention is by prefabrication and assembly construction and cast-in-place combining, by prefabricated reinforced concrete thin wall construction as permanent formwork, the mode of concreting therein after hoisted in position for huge bent cap, can guarantee to meet elevating capacity, site environment and structure attractive in appearance simultaneously.The construction method that abnormally-structured for this ultra-large type, taking be greatly little, break the whole up into parts, can shorten on-site construction time, reduces the risk of lifting and work high above the ground.
The above; be only the specific embodiment of the present invention, but protection scope of the present invention is not limited to this, any belong to those skilled in the art the present invention disclose technical scope in; the variation that can expect easily or replacement, within all should being encompassed in protection scope of the present invention.Therefore, protection scope of the present invention should be as the criterion with the protection domain of claim.
Claims (6)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210264508.3A CN102767141B (en) | 2012-07-27 | 2012-07-27 | Construction method for huge capping beam utilizing reinforced concrete thin wall as permanent formwork |
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| CN201210264508.3A CN102767141B (en) | 2012-07-27 | 2012-07-27 | Construction method for huge capping beam utilizing reinforced concrete thin wall as permanent formwork |
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| CN102767141A CN102767141A (en) | 2012-11-07 |
| CN102767141B true CN102767141B (en) | 2014-04-16 |
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Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103452039B (en) * | 2013-09-13 | 2015-12-16 | 上海市城市建设设计研究总院 | Cast-in-situs type Inverted T beam and bridge pier and Bridge Pier Construction technique thereof |
| CN104264587B (en) * | 2014-09-22 | 2016-05-04 | 中铁四局集团第二工程有限公司 | A kind of installation method for PBL shear connector in the steel case beam of steel reinforced concrete adapter section |
| CN106638313B (en) * | 2016-10-17 | 2018-09-07 | 上海应用技术大学 | A kind of large size half prefabricated construction technical method of bent cap |
| CN106592432B (en) * | 2016-11-29 | 2018-06-29 | 中铁十一局集团有限公司 | A kind of prefabricated bent cap shell segmentation construction method of installation of huge thin-walled |
| CN107237270A (en) * | 2017-07-18 | 2017-10-10 | 中交第二航务工程局有限公司 | A kind of construction method of girder construction |
| CN109853362A (en) * | 2019-03-29 | 2019-06-07 | 上海应用技术大学 | A kind of interim prestress anchoraging prefabricated bent cap of segmentation and interim method for applying prestressing force |
| CN110409304A (en) * | 2019-07-12 | 2019-11-05 | 上海城建市政工程（集团）有限公司 | A kind of precast segment bent cap free cantilever erection construction method |
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