CN103255726B - A kind of construction method of continuous beam arch combination bridge - Google Patents

A kind of construction method of continuous beam arch combination bridge Download PDF

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Publication number
CN103255726B
CN103255726B CN201310203198.9A CN201310203198A CN103255726B CN 103255726 B CN103255726 B CN 103255726B CN 201310203198 A CN201310203198 A CN 201310203198A CN 103255726 B CN103255726 B CN 103255726B
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China
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described
continuous beam
arch rib
arch
beam
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CN201310203198.9A
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Chinese (zh)
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CN103255726A (en
Inventor
李涛
桂婞
苏竹松
杨敏捷
刘信斌
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中铁上海设计院集团有限公司
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Publication of CN103255726A publication Critical patent/CN103255726A/en
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Abstract

The present invention relates to bridge engineering field, be specifically related to a kind of construction method of continuous beam arch combination bridge, described continuous beam arch combination bridge comprises continuous beam body, arch rib, described arch rib is fixedly installed on described continuous beam body, it is characterized in that: described construction method at least comprises the following steps: described continuous beam body adopts Hanging Basket Cantilever Casting Construction, described arch rib adopts different bridge location assembled simultaneously; Described arch rib gets final product vertical shift to bridge location place after described continuous beam body construction completes, and is mounted on described continuous beam body by abut.Advantage of the present invention is: effectively the reduction of erection time, provide work efficiency, reduces risk, at utmost reduces the lower channel potential safety hazard of leap place.

Description

A kind of construction method of continuous beam arch combination bridge

Technical field

The present invention relates to bridge engineering field, be specifically related to a kind of construction method of continuous beam arch combination bridge.

Background technology

Continuous beam-arch composite bridge, by ancient arch bridge and modern continuous girder bridge perfect adaptation, gives full play to two kinds of bridge type advantages, overcomes two kinds of bridge type weakness, be thus used widely.The construction method that this composite bridge generally adopts " first beam rear arch ", after namely completing Construction of continuous beam, by setting up the assembled arch rib of full framing or adopting the assembled arch rib of portion support to close up arch rib by pylon vertical transfer again on beam.This traditional construction method is long at bridge location place assembling duration, separate components is many, brings potential safety hazard to underpass.

Summary of the invention

The object of the invention is, according to above-mentioned the deficiencies in the prior art part, to provide a kind of construction method of continuous beam arch combination bridge, the method adopts beam, arch concurrent job, and arch rib adopts that different bridge location is assembled, vertical shift is in place, effectively saves the duration, reduces construction risk.

The object of the invention realizes being completed by following technical scheme:

A construction method for continuous beam arch combination bridge, described continuous beam arch combination bridge comprises continuous beam body, arch rib, and described arch rib is fixedly installed on described continuous beam body, it is characterized in that: described construction method at least comprises the following steps:

A () described continuous beam body adopts Hanging Basket Cantilever Casting Construction, described arch rib adopts different bridge location assembled simultaneously;

B () described arch rib gets final product vertical shift to bridge location place after described continuous beam body construction completes, be mounted on described continuous beam body by abut.

Girder in described continuous beam body adopts the case beam of single box double room, straight web, And of Varying Depth box section, adopts Hanging Basket Cantilever Casting Construction, adopts balance weight to control unbalance loading in cantilever process.

Described arch rib is rolled by steel plate and forms, described in roll in steel plate to fill with and have concrete, form encased structures.

Different bridge location in described step (a) is assembled to be referred to: in other position at non-crossing crossover point place, i.e. assembled described arch rib on the simply supported beam of access bridge or on roadbed.

Described step (a) at least comprises the following steps: the mounting bracket arranging described arch rib; Vertical shift track is installed; Vertical shift chassis is in place; Bailey beam is adopted to fix two vertical shift chassis according to span; Lift described segmentation arch rib, stull welding;

Described arch rib is assembled complete after, adopt steel strand by arch springing place arch rib pretension; Last striking, completes described step (b), is at the uniform velocity moved by vertical shift chassis entirety, realizes described arch rib to abut; Described vertical shift arch rib docks in place with abut embedded steel tube; Cast abut concrete; After intensity has been by abut concrete, stretch-draw abut vertical prestressing bar reinforcement; Remove steel strand, remove Bailey beam, original position recalled by vertical shift chassis.

Advantage of the present invention is: effectively the reduction of erection time, provide work efficiency, reduces risk, at utmost reduces the lower channel potential safety hazard of leap place.

Accompanying drawing explanation

Fig. 1 is composite bridge structure chart of the present invention;

Fig. 2 is arch rib construction sequence schematic diagram I in the present invention;

Fig. 3 is arch rib construction sequence schematic diagram II in the present invention;

Fig. 4 is arch rib construction sequence schematic diagram III in the present invention;

Fig. 5 is that in the present invention, bridge pier and beam body construction complete figure.

Detailed description of the invention

Feature of the present invention and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that the understanding of technician of the same trade:

As Figure 1-5, mark 1-8 in figure to be respectively: bridge floor 1, beam body 2, arch rib 3, suspension rod 4, firm banking 5, stretch-draw base 6, stull 7, bridge pier 8.

Embodiment: as shown in Figure 1, the continuous beam arch combination bridge structure adopted in the present embodiment is set up for large span, and this spanning is located on high-speed railway.The end face of beam body 2 is bridge floor 1.The lower edge of beam body 2 is fixedly installed firm banking 5, and firm banking 5 interval is arranged, and on its horizontal level, be respectively arranged with two groups of firm bankings 5 parallel to each other.Each firm banking 5 is fixed with same one end of suspension rod 4, both form grappling and connect, and two groups of firm bankings 5 are connected with two groups of suspension rods 4 that quantity is identical.The other end of two groups of suspension rods 4 forms two bearing surfaces, two bearing surfaces are supported with respectively two Pin arch ribs 3, wherein two Pin arch ribs 3 with the connected mode of suspension rod 4 are: arch rib 3 is fixedly connected with several seats 6 that undercuts, stretch-draw base 6 and suspension rod 4 one_to_one corresponding, and grappling connects.The two ends of two Pin arch ribs 3 are fixedly connected with bridge floor 1 respectively, and are provided with stull 7 between two Pin arch ribs 3, in order to maintain the structural stability that axis is two Pin arch ribs 3 of second-degree parabola.

The construction method of the present embodiment comprises the construction of bridge pier 8, beam body 2 and arch rib 3, specifically comprises following steps:

Complete the construction of bridge pier 8 and beam body 2, as shown in Figure 2:

Step one: pier of main beam of 1, constructing.2, in 184#, 185# pier other erection temporary rest pier and pier jacking frame.3, pier bearing in installing, builds K0 beam section concrete and abut fist stage concrete.184# pier bearing upper base plate and this beam section preset vertical equity offset distance.4, after 90% and the length of time 5 days that beam section concrete reaches design strength, the corresponding longitudinal prestressing cable wire of this beam section of stretch-draw, vacuumizes mud jacking.5, the vertical prestressing bar of this beam section of stretch-draw, mud jacking.

Step 2: 1. install Hanging Basket (Hanging Basket deadweight is not more than 1100kN), symmetry builds K1, K1 ' beam section concrete.2, after 90% and the length of time 5 days that beam section concrete reaches design strength, the corresponding longitudinal prestressing cable wire of this beam section of stretch-draw, vacuumizes mud jacking.3, this beam section transverse prestress cable wire of stretch-draw, vacuumizes mud jacking.4, this beam section vertical prestressing bar of stretch-draw, mud jacking.

Step 3: 1, movable hanging basket, builds middle conductor beam section concrete successively, and the corresponding longitudinal prestressing cable wire of stretch-draw each beam section and transverse prestress cable wire, vacuumize mud jacking; Stretch-draw each beam section vertical prestressing bar, and mud jacking.2, movable hanging basket, builds beam sections at two sides concrete successively, and the corresponding longitudinal prestressing cable wire of stretch-draw each beam section and transverse prestress cable wire, vacuumize mud jacking; Vertical prestressing bar in beam section wouldn't stretch-draw.

Step 4: 1, at the lateral opening linear beam section falsework of the other erection of main bridge 183#, 186# pier.2, erection support, selects the weather that temperature difference per day change is less, and when degree/day is lower, builds the lateral opening beam section concrete of K20 '.Notice that bearing upper base plate and this beam section preset vertical equity offset distance, offset distance value is shown in specification.3, after 90% and the length of time 5 days that beam section concrete reaches design strength, limit fulcrum back ballast 1200kN.4, the longitudinal cable wire of the lateral opening part of stretch-draw, vacuumizes mud jacking.5, this beam section transverse prestress cable wire of stretch-draw, vacuumizes mud jacking; Vertical prestressing bar in beam section wouldn't stretch-draw.

Step 5: 1, remove the other falsework of abutment pier and Zhong Dun and to keep to the side the temporary rest pier of side, hole.2, mobile mesopore Hanging Basket, build successively both sides and and beam section concrete, the corresponding longitudinal prestressing cable wire of stretch-draw each beam section and transverse prestress cable wire, vacuumize mud jacking; Vertical prestressing bar in beam section wouldn't stretch-draw.

Step 6: 1, remove mesopore Hanging Basket.2, be rigidly connected in the mesopore place of closing up beam body temporarily, the interim cable wire of stretch-draw; Suspension bracket (suspension bracket deadweight is not more than 600kN) is closed up in installation.3, select the weather that temperature difference per day change is less, and when degree/day is lower (10-20 DEG C), builds mesopore K19 and close up beam section concrete.4, after 100% and the length of time 10 days that beam section concrete reaches design strength, remove the steel beam column and Temporary Piers jacking frame that have just connect, in dismounting, pier is by the temporary rest pier of mesopore side temporarily; The longitudinal cable wire of stretch-draw mesopore top board, bottom parts, vacuumizes mud jacking.5, stretch-draw mesopore closes up beam section transverse prestress cable wire, vacuumizes mud jacking.

Step 7: 1, remove mesopore and close up suspension bracket.2, the longitudinal cable wire of stretch-draw mesopore remainder, vacuumizes mud jacking.3, after longitudinal cable wire mud jacking reaches design strength, the remaining vertical prestressing bar of stretch-draw full-bridge, mud jacking.4, Bangbu lateral orifices Hanging Basket is removed.

Complete the construction of arch rib 3 simultaneously, as in Figure 3-5: comprise different bridge location assembled in place with vertical shift:

Remove the horizontal ballast of end bay suspension centre.At the side of beam body 2 erection simply supported beam, this position is different bridge location, within the scope of simply supported beam, utilizes steel pipe to set up spelling arch trestle, and tubular arch arch rib, stull and other accessory are segmented to be on the ground welded in place.3, utilize crane arch rib and stull to be lifted into piecemeal on the steel pipe support of beam face to install, be welded into entirety, should responsible measures be taked, to ensure its lateral stability.Vertical shift track is installed, utilizes the sliding rail in beam face, at the uniform velocity moved by vertical shift chassis entirety, adopt successively incremeantal launching method method, adopt Bailey beam to fix two vertical shift chassis according to span, steel tube arch rib is carried out overall vertical shift in place.Lift described segmentation arch rib, stull welding, arch rib 3 is assembled complete after, adopt steel strand by arch springing place arch rib pretension; Last striking, realizes arch rib 3 to abut; Dock in place welding with abut embedded bar after arch rib 3 puts in place, complete the installation of whole tubular arch.Cast abut concrete; After intensity has been by abut concrete, stretch-draw abut vertical prestressing bar reinforcement; Remove steel strand, remove Bailey beam, original position recalled by vertical shift chassis.

Remove lateral orifices Hanging Basket, build abut second stage concrete, after abut concrete reaches design strength, select the weather that temperature difference per day change is less, and when degree/day is lower, symmetrical pumping arch rib winds up pipe inner concrete.Wind up after pipe inner concrete reaches 90% of design strength until arch rib, symmetrical pumping arch rib lower chord tube inner concrete.After arch rib lower chord tube inner concrete reaches 90% of design strength, lower section concrete in symmetrical pumping batten plate.After section concrete upper in batten plate reaches 90% of design strength, section concrete in symmetrical pumping batten plate.After section concrete lower in batten plate reaches 90% of design strength, upper section concrete in symmetrical pumping batten plate.

After arch rib batten plate inner concrete reaches 90% of design strength, suspension rod is installed, adds initial tension by appointment order to suspension rod.Adjustment suspender force.

Finally remove beam-ends ballast.Stretch-draw mesopore top board later stage longitudinal prestressing cable wire, vacuumizes mud jacking.Stretch-draw lateral opening base plate later stage longitudinal prestressing cable wire, vacuumizes mud jacking.Construction bridge deck.Adjustment suspension rod power reaches design Suo Li.Arch rib protective coating.Deposit beam after two months, be open to traffic.

The present embodiment is in the specific implementation: this bridge track plan is positioned on circular curve, curve construction is pressed in end bay beam portion, in construct by straight line across beam portion (containing whole No. 0 block), arch rib (containing abut) is constructed by straight line, corresponding edge across longitudinal direction, transverse prestress cable wire and vertical prestressed reinforcement press curve construction, in construct by straight line across longitudinal direction, transverse prestress cable wire and vertical prestressed reinforcement (containing whole No. 0 block).The line facilities such as both sides protecting wall all press curve construction with circuit.

Claims (3)

1. a construction method for continuous beam arch combination bridge, described continuous beam arch combination bridge comprises continuous beam body, arch rib, and described arch rib is fixedly installed on described continuous beam body, it is characterized in that, described construction method at least comprises the following steps:
A () adopts beam, arch concurrent job, at the side of beam body erection simply supported beam, this position is different bridge location, in the scope of simply supported beam, utilizes steel pipe to set up spelling arch trestle;
B () described continuous beam body adopts Hanging Basket Cantilever Casting Construction, described arch rib completes assembled on the simply supported beam of access bridge simultaneously; Described step (b) at least comprises the following steps: the mounting bracket arranging described arch rib; Vertical shift track is installed; Vertical shift chassis is in place; Bailey beam is adopted to fix two vertical shift chassis according to span, lifting segmentation arch rib, stull welding; Described arch rib is assembled complete after, adopt steel strand by arch springing place arch rib pretension; Last striking;
(c) described arch rib after described continuous beam body construction completes namely vertical shift to bridge location place, be mounted on described continuous beam body by abut, complete described step (c) and be specially: at the uniform velocity moved by vertical shift chassis entirety, realize described arch rib to abut; Vertical shift arch rib docks in place with abut embedded steel tube; Cast abut concrete; After intensity has been by abut concrete, stretch-draw abut vertical prestressing bar reinforcement; Remove steel strand, remove Bailey beam, original position recalled by vertical shift chassis;
Bridge track plan is positioned on circular curve, curve construction is pressed in end bay beam portion, in across beam portion press straight line construction, arch rib presses straight line construction, corresponding edge presses curve construction across longitudinal direction, transverse prestress cable wire and vertical prestressed reinforcement, in across longitudinal direction, transverse prestress cable wire and vertical prestressed reinforcement press straight line construction, the line facilities such as both sides protecting wall all with circuit press curve construct.
2. the construction method of a kind of continuous beam arch combination bridge according to claim 1, it is characterized in that: the girder in described continuous beam body adopts the case beam of single box double room, straight web, And of Varying Depth box section, adopt Hanging Basket Cantilever Casting Construction, in cantilever process, adopt balance weight to control unbalance loading.
3. the construction method of a kind of continuous beam arch combination bridge according to claim 1, is characterized in that: described arch rib is rolled by steel plate and forms, and rolling in steel plate to fill with has concrete, forms encased structures.
CN201310203198.9A 2013-05-28 2013-05-28 A kind of construction method of continuous beam arch combination bridge CN103255726B (en)

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CN104532731B (en) * 2014-12-23 2016-03-30 上海市城市建设设计研究总院 The continuous beam arch composite bridge of fish spine structure
CN106638331B (en) * 2017-01-18 2019-03-22 中铁大桥局集团有限公司 A kind of installation method of tower with suspended cable
CN107119574B (en) * 2017-06-27 2018-08-21 中交第三航务工程局有限公司 A kind of Cantilever Construction Method of arch rib bridge girder
CN108457166A (en) * 2018-02-09 2018-08-28 重庆三峡学院 A kind of double limitation fixing device of multi-span girder bridge
CN108978490A (en) * 2018-09-21 2018-12-11 中铁十局集团第二工程有限公司 A kind of construction method and continuous beam-arched combined beam body of continuous beam-arched combined beam body
CN109914266A (en) * 2019-04-17 2019-06-21 中交路桥建设有限公司 A kind of Large Steel pipeline overhead lifting vertical shift and promote construction method of installation

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