CN101736693A - Construction process for casting large-tonnage box beam in site by support pier method - Google Patents
Construction process for casting large-tonnage box beam in site by support pier method Download PDFInfo
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- CN101736693A CN101736693A CN200810226779A CN200810226779A CN101736693A CN 101736693 A CN101736693 A CN 101736693A CN 200810226779 A CN200810226779 A CN 200810226779A CN 200810226779 A CN200810226779 A CN 200810226779A CN 101736693 A CN101736693 A CN 101736693A
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Abstract
The invention relates to a construction process for a cast-in-site beam, in particular to the construction process for casting a large-tonnage box beam under a condition that the height of a pier is less than 10m. The construction process is characterized in that: a support pier system formed by a reinforced concrete prefabricated hollow support pier, a steel lattice structured column, a connecting rod and the like bears the load; a height adjusting system formed by an I-shaped steel beam, a longitudinal trussed beam, an adjusting wedge, square stock wood pads arranged as required, a beam falling sand box and the like adjusts an elevation of a bottom mould, sets a camber and transfers the load; and a mould plate system ensures the casting and forming of the concrete, so that the construction process for quickly and safely casting the box beam well in site is formed. The construction process has simple structure and less connecting points, and the deformation of the support pier is easily controlled; the cross section area is big, which facilitates the foundation treatment; the operability is strong, the beam preparation period is short, and the beam is big in rigidity and reliable in stability; and the resources are saved, the cost is lowered, and the construction process is widely applied.
Description
Technical field
The present invention relates to a kind of construction technology of cast-in-place beam, particularly a kind of the bridge pier height less than the condition of 10m under the construction technology of cast-in-place large-tonnage box beam.
Background technology
Support method and two kinds of conventional methods of mobile formwork method are mainly adopted in the construction of present cast-in-place beam, the support method with mobile formwork method major advantage be the operation sequencing, safe, do not need large-scale lifting appliance, haulage device, the good integrity of bridge span structure; Shortcoming is long in time limit, and rolled steel dosage such as rack template are big, the operating expenses height.The characteristics that the construction work universal demand duration is short, cost is low so just must overcome the bottleneck of duration and cost on the basis of developing support method and mobile formwork method technological advantage, can guarantee that high-quality fast and safely constructs, and can realize maximizing the benefits again.
Summary of the invention
The present invention is developing on the basis of above-mentioned technological advantage, overcomes its weak point, and a kind of cast-in-situ box girder technology workable, safe, quick, with low cost under the condition of bridge pier height less than 10m is provided.Technical scheme for achieving the above object is: a kind of cast-in-situ box girder technology, its main body comprises buttress system, height regulation and control system and template system three parts, the main effect of buttress system is a bearing load, and it comprises reinforced concrete prefabricated cellular buttress, steel lattice column, connecting rod; The main effect of height adjusting system is to regulate bed die absolute altitude, Application in Pre-camber and transmission load, and it comprises worker's gooseneck, longitudinal girder, adjustment voussoir and some the square stock chocks and the beam sandbox that falls that are provided with as required; The main effect of template system is concreting and moulding, and it is the same with conventional method, does not do narration at this.Advantage of the present invention is:
1, simple in structure, tie point is few, buttress distortion is easy to control;
2, buttress easy disassembling helps shortening and makes the beam duration, and rigidity is big, stability is reliable, and the beam of making that can be safe and reliable is constructed;
3, it is little that each support pier cross section is big, load is supported in calculating, helps ground and handle;
4, material consumption is little, turnover is convenient, and construction cost is low, facts have proved the cast-in-place hole case beam of buttress method than about 100,000 yuan of support method saving costs, than about 150,000 yuan of mobile formwork method saving costs.
Description of drawings
Fig. 1 is the buttress plan, and left figure is that buttress plan view, right figure are the buttress skiagraphs.
Fig. 2 is buttress steel lattice column, the connecting rod figure in the buttress system.Connecting rod adopts the 70mm equal leg angle, is connected with steel lattice column, connects to adopt welding manner.
Fig. 3 is the vertical little trusses sectional view in the height regulation system.
Fig. 4 is the buttress layout plan.
Fig. 5 is buttress side arrangement figure.
Fig. 6 is buttress connecting rod and pier body angle steel connection diagram, i.e. vertical facade arrangement diagram during the cast-in-place beam of buttress method.Connecting rod adopts the 70mm equal leg angle, reliably is connected with steel lattice column, and connected mode adopts welding manner.For guaranteeing the resistance to overturning of buttress system, the buttress system reliably is connected with existing pier body.Utilize the existing tie rod hole of pier body, angle steel is fixed in the pier body, buttress connecting rod and pier body angle steel are connected and fixed.
Fig. 7 is the stressed sketch of I25a shaped steel in the height regulation and control system.
Fig. 8 is the stressed sketch of the single lattice column of buttress system.
Fig. 9 is a buttress system bearing capacity of foundation soil calculation diagram.
Figure 10 is the cast-in-place simple supported box beam construction technology of a buttress method block diagram.
Figure 11 is that buttress method ground is handled schematic diagram.
Figure 12 is that buttress method ground is handled settlement observation point layout schematic diagram.
Among the figure: 1-cushion cap 2-pier stud 3-pinner 4-neoprene bearing 5-square stock chock 6-beam body 7-longitudinal girder 8-I gooseneck 9-steel lattice column 10-connecting rod 11-concrete buttress 12-Concrete seat pad
The specific embodiment
Zheng Xi Line for Passenger Transportation circuit is from the east of the Zhengzhou City, to west longitude Luoyang City, Sanmenxia City, Weinan City, the Xi'an is ended in the west, through Henan, Shan two provinces, through Zhengzhou, Luoyang, Xi'an railway terminal, connect the wide passage in capital, big profound passage, bag Liu Tongdao respectively, be the two-wire ballastless track passenger dedicated railway line of speed per hour 350km, quality requirement is tight, the technical standard height.Smithy chimney grand bridge and the stone river bridge undertaken the construction of are positioned at Gongyi City, Henan Province, all owing to too high setting of banketing, with bridge for the road, smithy chimney grand bridge total length 831.08m wherein, stone river bridge total length 275.28m, the construction of buttress method is adopted in smithy chimney grand bridge the 10th～25 hole, whole 8 holes of stone river the bridge cast-in-place simple supported box beam of totally 23 hole 32m.This 23 hole case beam pier Gao Jun is at 3～9m.
Case beam length 32.6m, cast-in-situ effective span 31.1m, the cross section type is a single box single chamber equal altitudes simple supported box beam, the wide 13.4m of top board, the wide 5.5m of base plate, deck-molding 3.05m, the wide 3.35m of frange plate, in base plate, web, the top plate thickness two ends 1.5m scope is 700mm, 1050mm, 610mm, in the span centre 23.6m scope is 280mm, 450mm, 300mm, and transition reduces direction across bridge bearing center to center distance 4.5m in the middle 3m scope, full beam deadweight 819.05t, beam body concrete grade is C50.Because bridge pier height difference is added a variety of causes such as precompressed sedimentation, construction error, the buttress system must be adjusted height within the specific limits.
1, the adjustment of differing heights bridge pier
The height of stone river bridge and 10～No. 25 piers of smithy chimney grand bridge is between 3～9m, analyze by statistics, binding isotherm calculates, during the design buttress buttress height is designed to 2.5m, 3 kinds of height of steel lattice column design, standard knot is 3m, and adjusting joint is 1m, 2m, suitably adjusts the absolute altitude of ground simultaneously when ground is handled in conjunction with the height of buttress, bridge pier.
2, the inching of buttress system height
The stretch-draw antiarch is provided with during at bridge pier height difference and construction, and the buttress system can take following measure to carry out inching:
(1) the buttress height is mainly adjusted by the absolute altitude of control foundation, has calculated the absolute altitude of foundation before the upright buttress of frame earlier, when the Ground Treatment basis absolute altitude is adjusted to calculated height then;
(2) the buttress height can also be adjusted height by the size of adjusting cast-in-place pier template, and the method that also can take simultaneously to fill up sand or reduce cushion block bottom absolute altitude bottom a pier template is adjusted its height;
(3) by reasonably combined three kinds of lattice column adjustment height, lattice column has three kinds of 1m, 2m, 3m, selects collocation mode can adjust to the height of needs according to the bridge pier height;
(4) by the beam sandbox adjustment height that falls, between worker's gooseneck and vertical little trusses, be provided with the beam sandbox, can make things convenient for the dismounting of bed die on the one hand, can be used to adjust absolute altitude on the other hand.
3, construction technology
The buttress method is the innovative technology of large-tonnage cast-in-situ box girder construction, and the installation and dismounting, the installation of bearing, the system peace of reinforcing bar, concrete the building with maintenance, prestressed stretch-draw, pipeline pneumatic mortar and end-blocking, ancillary works etc. that are embodied in buttress system itself, template are maturation process.
(1) ground process range width is according to wide 17.4m, and it is 18.4m that 0.5m is respectively widened in both sides, and length is handled according to the required scope 32m of box girder construction.With excavator the cultivated matter soil in top layer, organic soil are excavated outward transport earlier, push away flat and compacting with bulldozer again; The bottom ground changed fill out, change earlier and fill out 37 lime earth 30cm, change to fill out and adopt machinery to carry out compaction in layers, adopt the back-filling in layers 37 lime earth after cushion cap foundation ditch and the mud pit desilting and flatten compacting.If finding spring soil must in time remove; and qualified rubble class soil or the building stones of backfill flatten compacting; carry out spreading with YZ20 ton vibratory roller; its patrix is built the thick C25 concrete of 15cm as the buttress supporting surface, and concrete surface bed thickness 5cm adds individual layer Φ 8 reinforced mesh; Wang Gejianju @150 * 150mm; reinforced mesh arranges that by the upper strata protective layer thickness is 5cm, and cast-in-situ steel reinforced concrete props up pier template thereon then.For avoiding ground steeped by water logging, in the gutter of both sides excavation 40 * 30cm, the gutter excavation section by section forms the gradient, low spot excavation sump, and make the feeler inspection that is used as power after the thick sand finish based process of 3cm is finished, and require bearing capacity to be not less than 164Kpa, dynamic sounding is slightly.
(2) finish for guaranteeing construction safety, improve cast-in-place beam quality, setting up, after the case beam bottom board is completed, buttress is carried out surcharge preloading at case beam buttress.The buttress precompressed comprises beam heavy 819.05t, the about 63.68t of inner and outer template weight, the about 43.7t of working load weight, the heavily about 5t of each buttress.The heavily about 1071.43t of buttress system.The purpose one of precompressed is to eliminate the nonelastic deformation of buttress and ground, the 2nd, obtain the foundation of the elastic deformation value of buttress as construction reservation camber, and the 3rd, measure foundation settlement, provide empirical data for adopting bridge construction of the same type.
(3) after installing the bed die punching block, can carry out precompressed to buttress.Packed sand precompressed is adopted in precompressed, and loading sequence is for to carry out successively to span centre from bearing.Holding the lotus time after fully loaded is not less than 24h, and precompressed weight is 120% of design load.Divide three grades of loadings (to adopt ton packing sand according to 50%, 80%, 100% design load during loading, by every bag of sand 1000kg, the crane lifting), note the size and the rate of loading of loaded weight during loading, the gain in strength of itself and ground is adapted, treat that ground is under the previous stage load action, after observation foundation settlement speed is stable, apply the next stage load again, particularly loading the later stage, more want strict control loaded speed, prevent because of integral body or excessive, the too fast ground generation shear failure that makes of local loading amount.Ground maximum settlement amount can not surpass 10mm/d; Horizontal movement can not be greater than 4mm/d.Absolute altitude to bed die before precompressed is observed once, after every loading one-level, on average observed once in per 2 hours in the process of precompressed, observe dropped to 0.5～1.0mm/d to settling rate till, prefabricating load is observed once the bed die absolute altitude after loading the rank unloading again, to measure accurately in the precompressed process, measure the case beam under load action buttress with the elastic deformation value and the setting of ground value that produce, with this elastic deformation value, the camber that need be provided with because of other factors that proposes in setting of ground value and the construction control superposes, the camber that should adopt when calculating construction is adjusted the bed die absolute altitude by the camber of calculating.To note simultaneously interim protective equipment being set, prevent that surface water from flowing into the buttress district, cause that buttress sinks at 2 meters, the buttress outside.Measure the elevation that each measuring point loads front and back.
(4) even pile after loading is weighed with the packed sand of braiding winches to the buttress top with the crane demal, is put by artificial cooperation.Send special messenger's field control loaded weight and loading position in the loading, avoid mistake occurring and influence observed result.
(5) basic end face, buttress end face and bed die end face are provided with measuring point (the concrete layout seen Figure 12), measure the height value of each measuring point before loading, then at each elevation that loads, measures each measuring point when unloading, tabulate according to recording data, tell under each corresponding situation numerical value and and calculated value contrast, analyze, find out rule,, and suitably adjust according to it for the buttress absolute altitude is that the adjustment of formwork erection absolute altitude provides basic data.
4, construction control emphasis
(1) in the process of buttress method concreting, observe the sedimentation and deformation of buttress system at any time, when moderate finite deformation and other abnormal conditions occurring, stop construction immediately, check the buttress system comprehensively, prevent security incident;
(2) carry out foundation and handle, prevent differential settlement, foundation draining on every side is smooth and easy, will carry out the bearing capacity of foundation soil test after handling, and must reach calculation requirement could found buttress by frame;
(3) the concrete slump of keeping under strict control prevents to occur in the concreting process phenomenons such as frost boiling, bleeding, segregation and plugging.Reinforcement is vibrated, and prevents to shake and leakage is shaken, and wants " fast inserting pulled out slowly " when vibrating, and forbids " generation catches up with to shake ";
(4) carry out preparation of construction, will send the special messenger that buttress system and template system are checked before the cast of every hole beam comprehensively, plant equipment and raw-material allotment are paid attention in the source that eliminates danger, and the time of building was controlled within 6 hours;
(5) formulate detailed emergency management and rescue prediction scheme, can in time make significant response burst accident.
Claims (2)
1. the construction technology of a cast-in-place beam is characterized in that main body comprises buttress system, height regulation and control system and template system three parts.At the ground of handling well the upright reinforced concrete hollow buttress of putting on the shelf, steel lattice column is set on the buttress, intercolumniation connects with connecting rod, is provided with in length and breadth to trusses then, adjusts voussoir, the beam sandbox that falls, and the upright system of frame beam forms more at last is through can cast-in-place beam after the precompressed observation.
2. in the variation and the modification that do not break away under the general plotting of the present invention, should belong within protection scope of the present invention.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2008102267793A CN101736693B (en) | 2008-11-24 | 2008-11-24 | Construction process for casting large-tonnage box beam in site by support pier method |
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| CN2008102267793A CN101736693B (en) | 2008-11-24 | 2008-11-24 | Construction process for casting large-tonnage box beam in site by support pier method |
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| CN101736693B CN101736693B (en) | 2011-08-17 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102031756A (en) * | 2010-12-01 | 2011-04-27 | 中建五局土木工程有限公司 | Support assembly and construction method of cast-in-place box girder |
| CN102605717A (en) * | 2012-04-09 | 2012-07-25 | 中铁七局集团郑州工程有限公司 | Pier-top longitudinal support scaffolding method |
| CN114517448A (en) * | 2022-01-27 | 2022-05-20 | 中铁十五局集团有限公司 | Construction method for conveniently disassembling multistage-unloading bridge temporary support |
-
2008
- 2008-11-24 CN CN2008102267793A patent/CN101736693B/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102031756A (en) * | 2010-12-01 | 2011-04-27 | 中建五局土木工程有限公司 | Support assembly and construction method of cast-in-place box girder |
| CN102605717A (en) * | 2012-04-09 | 2012-07-25 | 中铁七局集团郑州工程有限公司 | Pier-top longitudinal support scaffolding method |
| CN114517448A (en) * | 2022-01-27 | 2022-05-20 | 中铁十五局集团有限公司 | Construction method for conveniently disassembling multistage-unloading bridge temporary support |
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| CN101736693B (en) | 2011-08-17 |
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Owner name: THE 2ND ENGINEERING CO., LTD. OF CHINA RAILWAY 16T |
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Inventor after: Zhang Guohui Inventor after: Yang Hao Inventor after: Wu Hongbo Inventor after: Jia Yaxuan Inventor after: Qi Yongli Inventor before: Qin Boxin Inventor before: Wu Hongbo Inventor before: Zhang Guohui |
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Free format text: CORRECT: INVENTOR; FROM: QIN BOXIN WU HONGBO ZHANG GUOHUI TO: ZHANG GUOHUI YANG HAO WU HONGBO JIA YAXUAN QI YONGLI |
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Effective date of registration: 20110527 Address after: 100018 Beijing city Chaoyang District No. 2 North Pine dam Park Applicant after: China Railway Construction Engineering Bureau No.16 Group Corp., Ltd. Co-applicant after: The 2nd Engineering Co., Ltd. of China Railway 16th Construction Bureau Ltd. Address before: 100018 Beijing city Chaoyang District No. 2 North Pine dam Park Applicant before: China Railway Construction Engineering Bureau No.16 Group Corp., Ltd. |
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