CN103485283A - Hanging bracket supporting system of side-span cast-in-place section and implementation method thereof - Google Patents
Hanging bracket supporting system of side-span cast-in-place section and implementation method thereof Download PDFInfo
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- CN103485283A CN103485283A CN201310432688.6A CN201310432688A CN103485283A CN 103485283 A CN103485283 A CN 103485283A CN 201310432688 A CN201310432688 A CN 201310432688A CN 103485283 A CN103485283 A CN 103485283A
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- 239000000725 suspensions Substances 0.000 claims description 50
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- 238000009434 installation Methods 0.000 claims description 5
- 238000005452 bending Methods 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 238000000465 moulding Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
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- 235000009566 rice Nutrition 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
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Abstract
Description
Technical field
The present invention relates to a kind of job practices that is mainly used in the Large-Span Continuous bridge, particularly a kind of end bay Cast-in-Situ Segment hanger supports system and implementation method thereof, belong to the bridge engineering field.
Background technology
Large Span Continuous bridge comprises with cantilever method construction continuous rigid frame bridge and continuous girder bridge.The beam body of large Span Continuous bridge, divide by construction part, comprises pier top Cast-in-Situ Segment, cantilever section, end bay Cast-in-Situ Segment and closure segment.Sequence of construction is: the pier top Cast-in-Situ Segment of first constructing, on the Cast-in-Situ Segment of pier top, Hanging Basket is installed afterwards, and symmetrical cantilever construction cantilever section, before the cantilever section has been constructed, constructed end bay cantilever section, the closure segment of finally constructing.
The end bay Cast-in-Situ Segment is the part of girder construction, is positioned at the two ends of continuous beam.End bay Cast-in-Situ Segment one end rides on abutment pier, and the other end is unsettled.During construction, must set up support, this section beam body of constructing thereon, after complete closure segment to be onstructed, each section beam body forms an integral body, can striking.
The end bay reasonable length of continuous beam is generally 0.60～0.65 times of middle span length's degree.Owing to limit by orographic condition, often reduce the length of end bay Cast-in-Situ Segment with convenient construction, so just must shorten end bay length, make bridge construction unreasonable.
Current known end bay cast-in-place section construction method has multiple: floor stand method, attaching Support Method and suspension bracket method etc.
The floor stand method is according to the unsettled scope of end bay Cast-in-Situ Segment, sets up support from ground until beam body below, the end bay Cast-in-Situ Segment of constructing thereon.The method is applicable to overhead not high bridge of Cast-in-Situ Segment, when the end bay Cast-in-Situ Segment is overhead higher, sets up support dangerous large, and material therefor is also more, very uneconomical." design of continuous beam cantilever construction end bay Cast-in-place Segment Support " literary composition that Zhu Jianjun delivers on railway construction is shown in the application of the method.
The attaching Support Method is that the overhanging type support is installed at the abutment pier top, for support edge across Cast-in-Situ Segment.The method is applicable to overhead higher bridge of end bay Cast-in-Situ Segment, but due to the end bay Cast-in-Situ Segment only in abutment pier one side setting, abutment pier is subject to force unbalance when solving construction, need or increase pull device in the opposite side counterweight, increase difficulty of construction.In addition, because support is overhanging type, cantilever span has restricted the length of end bay Cast-in-Situ Segment, for the sake of security, generally by the end bay Cast-in-Situ Segment, designs shortlyer, thereby can not guarantee the reasonable length of end bay." the outstanding beam end bay Cast-in-Situ Segment bracket Method of filling with " literary composition is shown in the method application.
Bai Xiaohong has proposed a kind of method of utilizing the Hanging Basket suspension bracket to carry out end bay Cast-in-Situ Segment and closure section construction in " research of Hanging Basket suspension bracket construction continuous rigid frame end bay Cast-in-Situ Segment and closure section ", mainly utilize the Hanging Basket of cantilever construction to be transformed,, re-lay bed die and set up outer mould holder to the transition pier bent cap by spreading Hanging Basket bed die longeron.But the method will produce different distortion because structure is inconsistent in the time of need overcoming variations in temperature by accurate control counterweight, construction is complicated, and the supporting capacity of Hanging Basket limited the length of Cast-in-Situ Segment can not be too large.
" world's bridge " 03 phase in 2012 is delivered " the high pier end bay of mountain area continuous rigid frame bridge cast-in-place section construction scheme " literary composition, a kind of suspension bracket method constructure scheme also is provided, this bridge pier top handling attachment constructure scheme is: pier top Cast-in-situ Beam section and cantilever casting beam section form of construction work are all identical with usual manner, and difference is that Cast-in-Situ Segment and the closure section of case beam end bay is cast-in-place with suspension bracket after midspan closing.Suspension bracket is comprised of shellfish thunder sheet, and direction across bridge is arranged 8, and suitable bridge is to long 12m.Suspension bracket one end bearing is in transition pier Dun Ding, and the other end is supported on the maximum cantilever front end.The Specific construction step is: 1. cantilever pouring is identical with conventional construction before completing.2. midspan closing.3. after midspan closing, mounting edge, across the straightway suspension bracket of constructing, is built end bay straightway concrete.4. end bay closure, remove the end bay suspension bracket, completes the full-bridge closing construction.The method has no in construction and applies.
The suspension bracket method is a kind of method preferably, but current known technology does not provide concrete implementation method, as narrow space, highly not enough problem between Cast-in-Situ Segment beam body and transition pier, suspension bracket is at the bearing method on cantilever end and transition pier top, the spandrel girder of suspension bracket horizontal method for arranging and with the coordinating of transition pier, the assembling and disassembling method of suspension bracket, cantilever end is subject to that Sunshine Temperature Difference Effect effect circulation perturbs the solution of Cast-in-Situ Segment concrete adverse effect etc.
Therefore be necessary to invent the defect that a kind of new method overcomes said method.
Summary of the invention
Technical problem to be solved by this invention is, a kind of Large-Span Continuous bridge end bay cast-in-place section construction method is provided, solve narrow space, highly not enough problem between Cast-in-Situ Segment beam body and transition pier, the bearing method of suspension bracket on cantilever end and transition pier top is provided, overcomes cantilever end and perturbed the concrete adverse effect of end bay Cast-in-Situ Segment by the Sunshine Temperature Difference Effect circulation.
Purpose of the present invention is achieved through the following technical solutions:
A kind of hanger supports system, coordinated and formed by some load-bearing longerons, longeron bearing, cantilever end suspension system, bed die; Load-bearing longeron one end rides on the longeron bearing on transition pier, and the other end utilizes the cantilever end suspension system to be supported on cantilever end carriage body, and the load-bearing longeron is laid according to the position of permanent bearing on load distribution and transition pier in the horizontal; The longeron bearing is corresponding load-bearing longeron on direction across bridge, in the make progress center-aligned of its center and permanent bearing of vertical bridge; On the load-bearing longeron, bed die is set, bed die and side form and internal mold and necessary support form template system, for the moulding of Cast-in-situ Beam section; The cantilever end suspension system is comprised of some suspension rods and corresponding top nut, lower nut and a crossbeam, at cantilever end, supporting the load-bearing longeron; Suspension rod, vertically through cantilever end carriage body, is laid in one plane, and Yu Liangti termination, this plane is parallel; Upper and lower nut is located at respectively the suspension rod upper and lower end parts, and lower nut at grade; The hole corresponding with suspension rod arranged on crossbeam, be laid on the suspension rod between lower nut and cantilever end carriage body.
The load-bearing longeron forms simple beam structure between transition pier and cantilever end carriage body, when cantilever end carriage body is perturbed by solar radiation up and down, the bearing longitudinal beam stress is constant, and the Cast-in-Situ Segment concrete on it is with load-bearing longeron global displacement, be not subject to external force, thereby guaranteed that the concrete initial stage can not ftracture impaired.
The longeron bearing plays the transmission of pressure effect, can avoid that the load-bearing longeron is deformed and the damage while rotating; In the make progress center-aligned of its center and permanent bearing of vertical bridge, be located at the same cross section of permanent bearing on, when the load-bearing longeron rotates centered by fulcrum, also can make permanent bearing deform in same pace, avoid end bay Cast-in-Situ Segment beam body concrete earlier damage.In addition, the longeron bearing also should possess the holder function of falling, and makes the load-bearing longeron certain altitude that can descend, and breaks away from the weight of Cast-in-Situ Segment beam body, in order to remove.Therefore, the longeron bearing adopts jack, timber wedge, wooden horse, sand cylinder or other to be convenient to a pad of loosening supporting member.
The load-bearing longeron must have certain altitude, and necessary bending resistance to be provided and to control distortion, its height passes through calculative determination according to load intensity and span.Height between Cast-in-Situ Segment beam body bottom surface and transition pier end face is determined according to permanent bearing and pinner height thereof at present, often be not enough to arrange load-bearing longeron and longeron bearing and bed die, therefore the main contents of this programme are exactly, main bearing beam, bed die and longeron height of support according to the hanger supports system are carried out the design of hanger supports system space, and reserved when bridge structure design.
Consider the difference of main bridge and access bridge beam height, the top of transition pier generally is designed to step, and because access bridge beam height is generally less, the part of the corresponding access bridge of transition pier is higher, and the part of corresponding main bridge is lower.During design, the part of the corresponding main bridge in the transition pier top of conventional design is reduced, increase the height of permanent bearing pad stone, make under prerequisite that Cast-in-Situ Segment beam body bottom surface elevation is constant, and the height between the transition pier end face increases.It is as follows that the hanger supports system space designs concrete implementation step:
Step 1: the layout design of carrying out the load-bearing longeron.The mode that the load-bearing longeron is arranged at direction across bridge: symmetrical, be arranged in parallel; Cross direction profiles situation according to load is laid, and in corresponding Cast-in-Situ Segment beam body web position load maximum, should encrypt or lay side by side, and general maximum spacing is no more than 1.8 meters; Avoid permanent bearing;
Step 2: according to the length of end bay Cast-in-Situ Segment, determine bearing longitudinal beam length and calculated length; Determine load-bearing longeron load intensity according to the structure of end bay Cast-in-Situ Segment;
Step 3: according to the requirement of bending resistance and Deformation control, determine bearing longitudinal depth of beam H 1; Bearing longitudinal beam support height H 2get 0.1～0.3 meter; The bed die height H 3get 0.12～0.25 meter; Calculate the height H between Cast-in-Situ Segment beam body bottom surface and transition pier end face, H=H 1+ H 2+ H 3;
Step 4: carry out permanent bearing pad stone design.Carry out according to H, keep Cast-in-Situ Segment beam body bottom surface elevation constant, according to the height H of the permanent bearing adopted 4, calculating pinner height H Z is HZ=H-H 4.
The concrete implementation step of hanger supports system is as follows:
Step 1: carry out the design of hanger supports system space, and reserved when bridge structure design;
Step 2: during cantilever pouring construction final stage, reserved boom hole.After the cantilever pouring construction, crossbeam is suspended in to design attitude, suspension rod, through boom hole and crossbeam, is installed to lower nut, adjust crossbeam height and levelness.The longeron bearing is installed in precalculated position on transition pier simultaneously;
Step 3: the load-bearing longeron is installed, and the one end rides on the longeron bearing, and the other end rides on crossbeam;
Step 4: installation form system.Bed die first is installed, then side form is installed, after the base plate of Cast-in-Situ Segment beam body, web reinforcement installation, internal mold is installed, the top board reinforcing bar is installed;
Step 5: after Cast-in-Situ Segment, closure segment all constructs, the top nut of first becoming flexible the cantilever end suspension system, make the cantilever end frame that falls, utilize longeron to prop up simultaneously and be located in frame, remove again side form and bed die, then remove load-bearing longeron beam, finally remove longeron bearing and cantilever end suspension system.
Useful result of the present invention is, utilize said method of the present invention, avoided cantilever end perturbed Cast-in-Situ Segment concrete adverse effect by the Sunshine Temperature Difference Effect circulation, be conducive to construction quality, and the construction of the end bay Cast-in-Situ Segment that is applicable to grow, material usage is few, for improving the bridge ratio between side span and main span, provides a kind of feasible approach.
The accompanying drawing explanation
Fig. 1 Cast-in-Situ Segment design vertical section schematic diagram;
Fig. 2 Cast-in-Situ Segment design schematic cross section;
Fig. 3 hanger supports system vertical section schematic diagram;
Fig. 4 hanger supports system is at transition pier place cross section structure schematic diagram;
Fig. 5 hanger supports system is at cantilever end suspention place cross section structure schematic diagram;
Reference numeral: 1. transition pier; 2. load-bearing longeron; 3. longeron bearing; 4. cantilever end suspension system; 41. suspension rod; 42. top nut; 43. lower nut; 44. crossbeam; 5 bed dies; 6. cantilever end carriage body; 7. end bay Cast-in-Situ Segment beam body; 8. permanent bearing; 81. permanent bearing pad stone; 9. closure segment beam body.
The specific embodiment
Embodiment:
As shown in Figure 1 and Figure 2, the design structure at the end bay Cast-in-Situ Segment place of certain large Span Continuous bridge, comprise transition pier 1, cantilever end carriage body 6, Cast-in-Situ Segment beam body 7, closure segment beam body 9 and permanent bearing 8 and permanent bearing pad stone 81.Cast-in-Situ Segment beam body, closure segment beam body length are respectively 8.31 meters, 2.0 meters, 5.0 meters of beam heights.Sequence of construction is: first construction transition pier 1, the more permanent bearing pad stone 81 of constructing, permanent bearing 8 is installed; After treating that cantilever end carriage body 6 completes, construction end bay Cast-in-Situ Segment beam body 7, the closure segment beam body 9 of finally constructing.
As shown in Fig. 3, Fig. 4, Fig. 5, hanger supports system of the present invention is coordinated and is formed by some load-bearing longerons 2, longeron bearing 3, cantilever end suspension system 4, bed die 5; Load-bearing longeron 2 one ends ride on transition pier on 1 longeron bearing 3, and the other end utilizes cantilever end suspension system 4 to be suspended on cantilever end carriage body 6, load-bearing longeron 2 according to load, distribute in the horizontal and transition pier on forever the position of bearing 8 laid; Longeron bearing 3 is corresponding load-bearing longeron 2 in the horizontal, in the vertical the center-aligned of its center and permanent bearing 8; Bed die 5 is set on load-bearing longeron 2, and bed die 5 forms template system with the support of side form and internal mold and necessity, for the moulding of Cast-in-situ Beam section 7; Cantilever end suspension system 4 is comprised of some suspension rods 41 and corresponding top nut 42, lower nut 43 and a crossbeam 44, at cantilever end carriage body 6 upper support load-bearing longerons 2; Suspension rod 41 is vertical through cantilever end carriage body 6, lays in one plane, and Yu Liangti termination, this plane is parallel; Top nut 42, lower nut 43 are located at respectively suspension rod 41 upper and lower end parts, and lower nut at grade; The hole corresponding with suspension rod 41 arranged on crossbeam 44, be arranged on the suspension rod between lower nut 43 and cantilever end carriage body 6.
Consider the difference of main bridge and access bridge beam height, the upper design of transition pier 1 becomes step, as shown in Figure 1 and Figure 2.During design, with hanger supports system desired height, control the height between transition pier 1 end face and end bay Cast-in-Situ Segment beam body 7 bottom surfaces, regulated with the height of permanent bearing pad stone 81, make end bay Cast-in-Situ Segment beam body 7 bottom surface elevations constant.Concrete implementation step is as follows:
Step 1: the mode of load-bearing longeron 2 lateral arrangement as shown in Figure 4,5, according to design calculation result, adopt 16 H shaped steel parallel, be arranged symmetrically with, in the position of load maximum, 3 are laid side by side, avoid permanent bearing 8 simultaneously; Maximum spacing is 1.2 meters;
Step 2: the length according to end bay Cast-in-Situ Segment beam body 7 is determined load-bearing longeron 2 length and calculated length; Structure according to end bay Cast-in-Situ Segment beam body 7 is determined load-bearing longeron 2 load intensities; Heavy longeron 2 length adopt 12.3 meters as calculated, and its calculated length is 10.1 meters; The maximum load intensity of load-bearing longeron 2 is 19.5kN/m;
Step 3: the height H of determining load-bearing longeron 2 according to the requirement of bending resistance and Deformation control 1it is 0.6 meter; Bearing longitudinal beam support 3 height H 2get 0.22 meter; The bed die height H 3get 0.18 meter; Calculate the height H between Cast-in-Situ Segment beam body bottom surface and transition pier end face, H=0.6+0.22+0.18=1.0 rice;
Step 4: carry out permanent bearing pad stone height design.Keep Cast-in-Situ Segment beam body bottom surface elevation constant, the permanent height of support H of employing 4be 0.22 meter, pinner height H Z is HZ=H-H 4=1.0-0.22=0.78 rice.Carry out accordingly the bridge structure design at transition pier 1 place.
Longeron bearing 3 adopts the sand cylinder, and the sand cylinder advanced designing and calculating, and its supporting capacity meets the load-bearing requirement.
The concrete implementation step of hanger supports system is as follows:
Step 1: construction cantilever final stage, during cantilever end carriage body 6, reserved row's boom hole at 0.5 meter of distance beam-ends, Fig. 3, Fig. 5 are seen in the position of suspension rod sky.After the cantilever pouring construction, crossbeam 44 is suspended in to design attitude, suspension rod 41, through boom hole and crossbeam 44, is installed to nut 42, lower nut 43, adjust crossbeam 44 height and levelnesss.Longeron bearing 3 is installed in precalculated position on transition pier 1 simultaneously;
Step 2: load-bearing longeron 2 is installed, and the one end rides on longeron bearing 3, and the other end rides on crossbeam 44;
Step 3: bed die 5 and side form are installed, after the base plate of Cast-in-Situ Segment beam body, web reinforcement installation, internal mold are installed, the top board reinforcing bar finally is installed, carry out concreting;
Step 4: after Cast-in-Situ Segment, closure segment all constructs, the top nut 42 of first becoming flexible cantilever end suspension system 4, make the cantilever end frame that falls, utilize longeron bearing 3 frame that falls simultaneously, remove again side form and bed die 5, then remove load-bearing longeron 2, finally remove longeron bearing 3 and cantilever end suspension system 4.
Above-described embodiment is the specific embodiment of the present invention, only for the present invention is described, but not for limiting the present invention.
Claims (4)
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103911954A (en) * | 2014-04-18 | 2014-07-09 | 浙江省衢州市交通建设集团有限公司 | Inside ceiling panel formwork of bridge box girder and method for pouring ceiling plate of box girder by using formwork |
| CN104631342A (en) * | 2015-02-15 | 2015-05-20 | 中铁大桥局集团第五工程有限公司 | Device and method for closure construction of girder side span of cable-stayed bridge |
| CN105603877A (en) * | 2015-12-24 | 2016-05-25 | 中铁大桥局集团第二工程有限公司 | Large-span cable-stayed bridge steel beam locking and adjusting method |
| CN106284080A (en) * | 2016-08-11 | 2017-01-04 | 中铁十二局集团第二工程有限公司 | Continuous rigid frame aqueduct closure segment construction method |
| CN106522102A (en) * | 2016-11-22 | 2017-03-22 | 中交公局海威工程建设有限公司 | Side span construction support, rigid frame bridge side span and rigid frame bridge |
| CN106894345A (en) * | 2017-04-17 | 2017-06-27 | 五冶集团上海有限公司 | Continuous beam end bay closing device and method |
| CN107905124A (en) * | 2017-11-30 | 2018-04-13 | 中铁二十局集团有限公司 | A kind of symmetrical expression rigid frame-continuous girder construction technology |
| CN107905111A (en) * | 2017-11-30 | 2018-04-13 | 中铁二十局集团有限公司 | A kind of rigid frame-continuous girder end bay construction technology |
| CN109024236A (en) * | 2018-08-24 | 2018-12-18 | 中国建筑局（集团）有限公司 | A kind of steel trestle and its construction method |
| CN110685227A (en) * | 2019-11-02 | 2020-01-14 | 中铁七局集团有限公司 | Construction method of formwork support system of obstacle-crossing wide-width swivel bridge closure segment hanging bracket method |
| CN110774410A (en) * | 2019-11-29 | 2020-02-11 | 西南交通大学 | Tunnel lining model pouring device and tunnel lining model pouring method |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103911954A (en) * | 2014-04-18 | 2014-07-09 | 浙江省衢州市交通建设集团有限公司 | Inside ceiling panel formwork of bridge box girder and method for pouring ceiling plate of box girder by using formwork |
| CN104631342A (en) * | 2015-02-15 | 2015-05-20 | 中铁大桥局集团第五工程有限公司 | Device and method for closure construction of girder side span of cable-stayed bridge |
| CN105603877A (en) * | 2015-12-24 | 2016-05-25 | 中铁大桥局集团第二工程有限公司 | Large-span cable-stayed bridge steel beam locking and adjusting method |
| CN106284080A (en) * | 2016-08-11 | 2017-01-04 | 中铁十二局集团第二工程有限公司 | Continuous rigid frame aqueduct closure segment construction method |
| CN106284080B (en) * | 2016-08-11 | 2019-01-11 | 中铁十二局集团第二工程有限公司 | Continuous rigid frame aqueduct closes up section constructing method |
| CN106522102A (en) * | 2016-11-22 | 2017-03-22 | 中交公局海威工程建设有限公司 | Side span construction support, rigid frame bridge side span and rigid frame bridge |
| CN106894345A (en) * | 2017-04-17 | 2017-06-27 | 五冶集团上海有限公司 | Continuous beam end bay closing device and method |
| CN107905124A (en) * | 2017-11-30 | 2018-04-13 | 中铁二十局集团有限公司 | A kind of symmetrical expression rigid frame-continuous girder construction technology |
| CN107905111A (en) * | 2017-11-30 | 2018-04-13 | 中铁二十局集团有限公司 | A kind of rigid frame-continuous girder end bay construction technology |
| CN109024236A (en) * | 2018-08-24 | 2018-12-18 | 中国建筑局（集团）有限公司 | A kind of steel trestle and its construction method |
| CN110685227A (en) * | 2019-11-02 | 2020-01-14 | 中铁七局集团有限公司 | Construction method of formwork support system of obstacle-crossing wide-width swivel bridge closure segment hanging bracket method |
| CN110774410A (en) * | 2019-11-29 | 2020-02-11 | 西南交通大学 | Tunnel lining model pouring device and tunnel lining model pouring method |
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