CN103485283B - 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 PDF

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Publication number
CN103485283B
CN103485283B CN201310432688.6A CN201310432688A CN103485283B CN 103485283 B CN103485283 B CN 103485283B CN 201310432688 A CN201310432688 A CN 201310432688A CN 103485283 B CN103485283 B CN 103485283B
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bearing
longeron
cast
load
cantilever
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CN201310432688.6A
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CN103485283A (en
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张志新
田克平
单晓晴
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中交第一公路工程局有限公司
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Abstract

Common methods of construction of side-span cast-in-place sections of long-span continuous bridges of bridge engineering can be summarized into a floor stand method, an attached support method, a hanging bracket method and the like. Due to the limits of terrain conditions, the overhang length and the carrying capacity of a cradle in the floor stand method, the attached support method, the cradle hanging bracket method, the length of a side-span cast-in-place section is often reduced to facilitate construction, and further the bridge structure is not reasonable. The invention provides a hanging bracket supporting system of a side-span cast-in-place section and an implementation method thereof, the hanging bracket supporting system of the side-span cast-in-place section and the implementation method thereof are free from the restrictive conditions of the terrain conditions, the overhang length and the carrying capacity of the cradle and are applicable to the construction of relatively long side-span cast-in-place sections. Besides, according to the hanging bracket supporting system of the side-span cast-in-place section and the implementation method thereof, the problems of small space and insufficient height between a bridge body of a cast-in-place section and a transitional pier are effectively solved, a supporting method of a hanging bracket between a cantilever end and a transitional pier top is provided, adverse effects of the cantilever end on the concrete of the side-span cast-in-place section due to circulating vibration of sunshine temperature differences can be avoided, construction quality control can be facilitated, the material utilization amount is small, and a feasible approach is provided for improvement on side-to-middle span ratio of bridges.

Description

A kind of end bay Cast-in-Situ Segment hanger supports system and its implementation

Technical field

The present invention relates to a kind of construction method being mainly used in Large-Span Continuous bridge, particularly a kind of end bay Cast-in-Situ Segment hangs Frame support system and its implementation, belong to science of bridge building field.

Background technology

Big Span Continuous bridge is included with cantilever method construction continuous rigid frame bridge and continuous bridge.The beam body of big Span Continuous bridge, Divide by construction part, including pier top Cast-in-Situ Segment, cantilever section, end bay Cast-in-Situ Segment and closure segment.Sequence of construction is: pier top of first constructing Cast-in-Situ Segment, installation Hanging Basket on pier top Cast-in-Situ Segment afterwards, symmetrical cantilever construction cantilever section, before the construction of cantilever section completes, will The construction of end bay cantilever section completes, closure segment of finally constructing.

End bay Cast-in-Situ Segment is a part for girder construction, positioned at the two ends of continuous beam.End bay Cast-in-Situ Segment one end rides over abutment pier On, the other end is hanging.During construction, support must be set up, this section of beam body of constructing thereon, after complete closure segment to be onstructed, each section of beam body Form an entirety, can striking.

0.60~0.65 times of the generally middle span length's degree of the end bay reasonable length of continuous beam.By being limited by orographic condition, Often reduce the length of end bay Cast-in-Situ Segment with convenient construction, thus must shorten end bay length, make bridge structure unreasonable.

Currently known end bay cast-in-place section construction method has multiple: floor stand method, adhesion type Support Method and suspension bracket method etc..

Floor stand method is according to the hanging scope of end bay Cast-in-Situ Segment, sets up support below beam body from ground, thereon Construction end bay Cast-in-Situ Segment.The method is applied to Cast-in-Situ Segment bridge not high from the ground, when end bay Cast-in-Situ Segment is higher from the ground, takes If support is dangerous big, material therefor is also more, very uneconomical.The application of the method is shown in what Zhu Jianjun delivered on railway construction " continuous beam cantilever construction end bay Cast-in-place Segment Support design " literary composition.

Adhesion type Support Method is to install overhanging type support at abutment pier top, for support edge across Cast-in-Situ Segment.The method is suitable for In end bay Cast-in-Situ Segment bridge higher from the ground, but because end bay Cast-in-Situ Segment is only in the setting of abutment pier side, in order to solve to construct When abutment pier stress imbalance, need to opposite side counterweight or increase pull device, increased difficulty of construction.Further, since Frame is overhanging type, and cantilever span constrains the length of end bay Cast-in-Situ Segment, for the sake of security, is typically designed to end bay Cast-in-Situ Segment Comparatively short, thus it cannot be guaranteed that the reasonable length of end bay." outstanding filling beam end bay Cast-in-Situ Segment Bracket method for construction skill is shown in the method application Art " literary composition.

Bai Xiaohong proposes a kind of utilization in " research of Hanging Basket suspension bracket construction continuous rigid frame end bay Cast-in-Situ Segment and closure section " The method to carry out end bay Cast-in-Situ Segment and closure section construction for the Hanging Basket suspension bracket, is mainly transformed using the Hanging Basket of cantilever construction, leads to Cross spreading Hanging Basket bed die longeron to transition pier capping beam, re-lay bed die and set up outer mould holder.But the method need to use precise control Counterweight will produces different deformation because structure is inconsistent to overcome during temperature change, and construction is complicated, and the carrying energy of Hanging Basket The length of power restriction Cast-in-Situ Segment can not be too big.

" world's bridge " 03 phase in 2012 delivers " mountain area continuous rigid frame bridge high pier end bay cast-in-place section construction scheme " literary composition, also Provide a kind of suspension bracket method arrangement and method for construction, this bridge pier top handling attachment arrangement and method for construction is: the cast-in-place beam section of pier top and cantilever beam section construction party Formula is all identical with usual manner, and difference is the Cast-in-Situ Segment of box beam end bay and closure section is to use suspension bracket cast-in-place after midspan closing. Suspension bracket is made up of beret truss, and direction across bridge arranges 8, along bridge to long 12m.Suspension bracket one end is supported on transition pier pier top, and the other end props up Hold in maximum cantilever front end.Specific construction step is: 1. cantilever pouring is identical with conventional construction before completing.2. midspan closing.③ End bay straightway construction suspension bracket is installed after midspan closing, pours end bay straight line section concrete.4. end bay closure, removes end bay and hangs Frame, completes full-bridge closing construction.The method has no application in construction.

Suspension bracket method is a kind of preferable method, but current known technology does not provide specific implementation, such as existing Pour narrow space section between beam body and transition pier, highly not enough problem, suspension bracket, in the bearing method of cantilever end and transition pier top, hangs The cooperation in horizontal method for arranging and with transition pier for the spandrel girder of frame, the assembling and disassembling method of suspension bracket, cantilever end is subject to sunshine Action of thermal difference circulation perturbs solution to cast-in-place section concrete adverse effect etc..

It is therefore desirable to inventing the defect that a kind of new method overcomes said method.

Content of the invention

The technical problem to be solved is, provides a kind of Large-Span Continuous bridge side span cast-in-situ section construction party Method, solves narrow space between Cast-in-Situ Segment beam body and transition pier, highly not enough problem, provides suspension bracket in cantilever end and transition pier top Bearing method, overcome cantilever end to be perturbed adverse effect to end bay Cast-in-Situ Segment concrete by Sunshine Temperature Difference Effect circulation.

The purpose of the present invention is achieved through the following technical solutions:

A kind of hanger supports system, is constituted with some load-bearing longerons, longeron bearing, cantilever end suspension system, bed die; Load-bearing longeron one end rides on the longeron bearing in transition pier, and the other end is supported on cantilever end beam body using cantilever end suspension system On, load-bearing longeron is laid according to the position of bearing permanent on load assignment and transition pier in the horizontal;Longeron bearing is in horizontal stroke Bridge corresponds to load-bearing longeron upwards, in the center alignment of vertical bridge its center and permanent bearing upwards;Load-bearing longeron arranges bed die, Bed die and side form and internal model and necessary support composition template system, for the molding of cast-in-place beam section;Cantilever end suspension system It is made up of some suspension rods and corresponding top nut, lower nut and a crossbeam, for supporting load-bearing longeron in cantilever end;Suspension rod Vertically pass through cantilever end beam body, lay in one plane, this plane is parallel with beam body termination;Upper and lower nut is respectively arranged on and hangs Bar upper and lower end parts, lower nut is at grade;Hole corresponding with suspension rod is had on crossbeam, is laid in lower nut and cantilever end beam body Between suspension rod on.

Load-bearing longeron forms simple beam structure between transition pier and cantilever end beam body, when cantilever end beam body is subject to solar radiation When perturbing up and down, bearing longitudinal beam stress is constant, and cast-in-place section concrete thereon, with load-bearing longeron global displacement, is not subject to external force, from And it is impaired to ensure that the concrete initial stage will not ftracture.

Longeron bearing plays transmission pressure effect, is avoided that damage when making load-bearing longeron deform and rotate;Vertical Bridge its center and the center alignment of permanent bearing upwards, that is, be located on the same transverse section with permanent bearing, when load-bearing longeron is to prop up When rotating centered on point, permanent bearing also can be made synchronously to deform, it is to avoid end bay Cast-in-Situ Segment beam body concrete earlier damage.Additionally, Longeron bearing also should possess holder function, enabling load-bearing longeron to decline certain altitude, departing from the weight of Cast-in-Situ Segment beam body, to tear open Remove.Therefore, longeron bearing using jack, timber wedge, wooden horse, sand cylinder or other be easy to loosen supporting member pad.

Load-bearing longeron must have certain altitude, and to provide necessary bending resistance and to control deformation, it is highly according to lotus Carry intensity and span is determined by calculating.Height between Cast-in-Situ Segment beam body bottom surface and transition pier top surface is according to permanent bearing at present And its pinner highly determines, often it is not enough to arrange load-bearing longeron and longeron bearing and bed die, the therefore main contents of this programme It is exactly to carry out hanger supports system space design according to the main bearing beam of hanger supports system, bed die and longeron height of support, and Reserved in bridge structure design.

Consider main bridge and the difference of access bridge beam body height, the top of transition pier is generally configured to step, because of access bridge beam body Highly typically small, the part of the corresponding access bridge of transition pier is higher, and corresponding main bridge is partly relatively low.During design, by conventional design The part of the corresponding main bridge of transition socle reduce, increase the height of permanent bearing pad stone, make Cast-in-Situ Segment beam body bottom surface elevation not On the premise of change, the height and transition pier top surface between increases.Hanger supports system space design specific implementation step is as follows:

Step one: carry out the layout design of load-bearing longeron.The mode that load-bearing longeron is arranged in direction across bridge: symmetrical, parallel cloth Put;Cross direction profiles situation according to load is laid, maximum in corresponding Cast-in-Situ Segment beam body web position load, should encrypt or and arrange If general maximum spacing is less than 1.8 meters;Avoid permanent bearing;

Step 2: the length according to end bay Cast-in-Situ Segment determines bearing longitudinal beam length and computational length;According to end bay Cast-in-Situ Segment Structure determination load-bearing longeron load intensity;

Step 3: the requirement according to bending resistance and Deformation control determines bearing longitudinal depth of beam h1;Bearing longitudinal beam support is high Degree h2Take 0.1~0.3 meter;Bed die height h3Take 0.12~0.25 meter;Calculate between Cast-in-Situ Segment beam body bottom surface and transition pier top surface Height h, h=h1+h2+h3

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, foundation Using permanent bearing height h4, calculating pinner height hz is hz=h-h4.

Hanger supports system specific implementation step is as follows:

Step one: carry out hanger supports system space design, and reserved in bridge structure design;

Step 2: during cantilever pouring construction final stage, reserved boom hole.After cantilever pouring construction finishes, crossbeam is hanged It is hung in design attitude, suspension rod is passed through boom hole and crossbeam, install lower nut, adjustment beam height and levelness.Exist simultaneously Longeron bearing is installed in precalculated position in transition pier;

Step 3: install load-bearing longeron, its one end rides on longeron bearing, and the other end rides on crossbeam;

Step 4: installation form system.First bed die is installed, then side form is installed, treat base plate, the web reinforcement of Cast-in-Situ Segment beam body After installation, internal model is installed, roof steel bar is installed;

Step 5: after the completion for the treatment of that Cast-in-Situ Segment, closure segment are all constructed, first loosen the top nut of cantilever end suspension system, make Cantilever end falls frame, is propped up using longeron simultaneously and is located in frame, then removes side form and bed die, then removes load-bearing longeron beam, finally removes Longeron bearing and cantilever end suspension system.

The beneficial outcomes of the present invention are, using the said method of the present invention, it is to avoid cantilever end is scratched by Sunshine Temperature Difference Effect circulation Dynamic construction construction quality being conducive to cast-in-place section concrete adverse effect, and being applied to longer end bay Cast-in-Situ Segment, material Consumption is few, provides a kind of feasible approach for improving bridge ratio between side span and main span.

Brief description

Fig. 1 Cast-in-Situ Segment designs vertical section schematic diagram;

Fig. 2 Cast-in-Situ Segment designs schematic cross section;

Fig. 3 hanger supports system vertical section schematic diagram;

Fig. 4 hanger supports system cross section structure schematic diagram at transition pier;

Fig. 5 hanger supports system cross section structure schematic diagram at cantilever end suspention;

Reference: 1. transition pier;2. load-bearing longeron;3. longeron bearing;4. cantilever end suspension system;41. suspension rods;42. Top nut;43. lower nuts;44. crossbeams;5 bed dies;6. cantilever end beam body;7. end bay Cast-in-Situ Segment beam body;8. permanent bearing;81. forever Bearing pad stone long;9. closure segment beam body.

Specific embodiment

Embodiment:

As shown in Figure 1 and Figure 2, the design construction at the end bay Cast-in-Situ Segment of certain big Span Continuous bridge, including 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, close up Section beam body length is respectively 8.31 meters, 2.0 meters, 5.0 meters of beam body height.Sequence of construction is: first construction transition pier 1, then constructs forever Bearing pad stone 81, the permanent bearing 8 of installation long;After treating that cantilever end beam body 6 completes, end bay Cast-in-Situ Segment beam body 7 of constructing, finally construct Closure segment beam body 9.

As shown in Fig. 3, Fig. 4, Fig. 5, the hanger supports system of the present invention is by some load-bearing longerons 2, longeron bearing 3, cantilever End suspension system 4, bed die 5 cooperation are constituted;Load-bearing longeron 2 one end rides in transition pier 1 longeron bearing 3, and the other end utilizes Cantilever end suspension system 4 is suspended in cantilever end beam body 6, load-bearing longeron 2 in the horizontal according on load assignment and transition pier forever The position of bearing 8 is laid long;Longeron bearing 3 corresponds to load-bearing longeron 2 in the horizontal, in the vertical its center and permanent bearing 8 center alignment;Bed die 5, bed die 5 and side form and internal model and necessary support composition template system are arranged on load-bearing longeron 2 System, for the molding of cast-in-place beam section 7;Cantilever end suspension system 4 is by some suspension rods 41 and corresponding top nut 42, lower nut 43 Form with a crossbeam 44, for load-bearing longeron 2 is supported on cantilever end beam body 6;Suspension rod 41 vertically passes through cantilever end beam body 6, Lay in one plane, this plane is parallel with beam body termination;Top nut 42, lower nut 43 are respectively arranged on suspension rod 41 upper and lower side Portion, lower nut is at grade;Hole corresponding with suspension rod 41 is had on crossbeam 44, is arranged on lower nut 43 and cantilever end beam body 6 Between suspension rod on.

Consider main bridge and the difference of access bridge beam body height, the upper design of transition pier 1 becomes step, as shown in Figure 1 and Figure 2. During design, the height between transition pier 1 top surface and end bay Cast-in-Situ Segment beam body 7 bottom surface is controlled with hanger supports system desired height, It is adjusted with the height of permanent bearing pad stone 81, make end bay Cast-in-Situ Segment beam body 7 bottom surface elevation constant.Specific implementation step is such as Under:

Step one: the mode of load-bearing longeron 2 lateral arrangement as shown in Figure 4,5, according to design calculation result, using 16 h Shaped steel is parallel, be arranged symmetrically, and lays 3 side by side in the maximum position of load, avoids permanent bearing 8 simultaneously;Maximum spacing is 1.2 rice;

Step 2: the length according to end bay Cast-in-Situ Segment beam body 7 determines load-bearing longeron 2 length and computational length;According to end bay Structure determination load-bearing longeron 2 load intensity of Cast-in-Situ Segment beam body 7;It is computed weight longeron 2 length and adopt 12.3 meters, its computational length For 10.1 meters;The peak load intensity of load-bearing longeron 2 is 19.5kn/m;

Step 3: determine the height h of load-bearing longeron 2 according to the requirement of bending resistance and Deformation control1For 0.6 meter;Load-bearing Longeron bearing 3 height h2Take 0.22 meter;Bed die height h3Take 0.18 meter;Calculate Cast-in-Situ Segment beam body bottom surface and transition pier top surface it Between height h, h=0.6+0.22+0.18=1.0 rice;

Step 4: carry out permanent bearing pad stone and highly design.Keep Cast-in-Situ Segment beam body bottom surface elevation constant, employing permanent Height of support h4For 0.22 meter, then pinner height hz is hz=h-h4=1.0-0.22=0.78 rice.Carry out the bridge at transition pier 1 accordingly Girder construction designs.

Longeron bearing 3 adopts sand cylinder, and sand cylinder entered design and calculates, and its bearing capacity meets load-bearing requirements.

Hanger supports system specific implementation step is as follows:

Step one: construction cantilever final stage, that is, during cantilever end beam body 6, reserving row's suspension rod away from 0.5 meter of beam-ends place Hole, Fig. 3, Fig. 5 are seen in the empty position of suspension rod.After cantilever pouring construction finishes, crossbeam 44 is suspended in design attitude, suspension rod 41 is worn Cross boom hole and crossbeam 44, top nut 42, lower nut 43, adjustment crossbeam 44 height and levelness are installed.Simultaneously in transition pier 1 Precalculated position install longeron bearing 3;

Step 2: install load-bearing longeron 2, its one end rides on longeron bearing 3, and the other end rides on crossbeam 44;

Step 3: install bed die 5 and side form, after the base plate of Cast-in-Situ Segment beam body, web reinforcement installation, install interior Mould, finally installs roof steel bar, carries out concreting;

Step 4: after the completion for the treatment of that Cast-in-Situ Segment, closure segment are all constructed, first loosen the top nut 42 of cantilever end suspension system 4, So that cantilever end is fallen frame, fallen frame using longeron bearing 3 simultaneously, then remove side form and bed die 5, then remove load-bearing longeron 2, finally tear open Except longeron bearing 3 and cantilever end suspension system 4.

Above-described embodiment is the specific embodiment of the present invention, is merely to illustrate the present invention, not for the restriction present invention.

Claims (3)

1. a kind of end bay Cast-in-Situ Segment hanger supports system, by some load-bearing longerons, longeron bearing, cantilever end suspension system, bed die Cooperation is constituted, and load-bearing longeron one end rides on the longeron bearing in transition pier, and the other end is supported on using cantilever end suspension system In cantilever end beam body;Load-bearing longeron is laid according to the position of bearing permanent on load assignment and transition pier in the horizontal;? Bed die, bed die and side form and internal model and necessary support composition template system are arranged on load-bearing longeron, for the one-tenth of Cast-in-Situ Segment Type;Cantilever end suspension system is made up of some suspension rods and corresponding top nut, lower nut and a crossbeam, in cantilever end Support load-bearing longeron;Suspension rod vertically passes through cantilever end beam body, lays in one plane, this plane is parallel with beam body termination;Upper, Lower nut is respectively arranged on suspension rod upper and lower end parts, and lower nut is at grade;Hole corresponding with suspension rod is had on crossbeam, is laid in down On suspension rod between nut and cantilever end beam body, it is characterized in that longeron bearing corresponding load-bearing longeron on direction across bridge, vertical bridge to Shang Qi center and the center alignment of permanent bearing.
2. a kind of implementation for end bay Cast-in-Situ Segment hanger supports system as described in claim 1 it is characterised in that: Specific implementation step is as follows:
Step one: carry out hanger supports system space design, and reserved in bridge structure design;
Step 2: during cantilever pouring construction final stage, reserved boom hole;After cantilever pouring construction finishes, crossbeam is suspended in Design attitude, suspension rod is passed through boom hole and crossbeam, installs lower nut, adjustment beam height and levelness;Simultaneously in transition Longeron bearing is installed in precalculated position on pier;
Step 3: install load-bearing longeron, its one end rides on longeron bearing, and the other end rides on crossbeam;
Step 4: installation form system: first install bed die, then install side form, treat that the base plate of Cast-in-Situ Segment beam body, web reinforcement are installed After the completion of, internal model is installed, roof steel bar is installed;
Step 5: after the completion for the treatment of that Cast-in-Situ Segment, closure segment are all constructed, first loosen the top nut of cantilever end suspension system, make cantilever Hold frame, propped up using longeron simultaneously and be located in frame, then remove side form and bed die, then remove load-bearing longeron, finally remove longeron and prop up Seat and cantilever end suspension system.
3. a kind of implementation according to claim 2 it is characterised in that: the design of hanger supports system space is specifically real Apply step as follows:
Step one: carry out the layout design of load-bearing longeron: the mode that load-bearing longeron is arranged in direction across bridge: symmetrically, be arranged in parallel;According to Cross direction profiles situation according to load is laid, maximum in corresponding Cast-in-Situ Segment beam body web position load, should encrypt or lay side by side, Big spacing is less than 1.8 meters;Avoid permanent bearing;
Step 2: the length according to end bay Cast-in-Situ Segment determines bearing longitudinal beam length and computational length;Knot according to end bay Cast-in-Situ Segment Structure determines load-bearing longeron load intensity;
Step 3: the requirement according to bending resistance and Deformation control determines bearing longitudinal depth of beam h1;Bearing longitudinal beam support height h2Take 0.1~0.3 meter;Bed die height h3Take 0.12~0.25 meter;Calculate the height between Cast-in-Situ Segment beam body bottom surface and transition pier top surface H, h=h1+h2+h3
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 employing Permanent bearing height h4, calculating pinner height hz is hz=h-h4.
CN201310432688.6A 2013-09-11 2013-09-11 Hanging bracket supporting system of side-span cast-in-place section and implementation method thereof CN103485283B (en)

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