CN106087782A - A kind of remodeling method of the floating bowstring arch bridge of bridge floor - Google Patents
A kind of remodeling method of the floating bowstring arch bridge of bridge floor Download PDFInfo
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- CN106087782A CN106087782A CN201610657975.0A CN201610657975A CN106087782A CN 106087782 A CN106087782 A CN 106087782A CN 201610657975 A CN201610657975 A CN 201610657975A CN 106087782 A CN106087782 A CN 106087782A
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- floorings
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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Abstract
The invention discloses the remodeling method of the floating bowstring arch bridge of a kind of bridge floor, belong to construction method field.The present invention includes: 1) removing deck paving at arch bridge crossbeam, cut the concrete of floorings termination until beam surface upper, cored slab outermost side web does not cuts, and makes to be formed between two emptying cores above crossbeam the groove of a connection；2) the crossbeam end face at concrete chisel removal carries out bar planting, and floorings are caught in bar planting one end, strengthen the connection of floorings and crossbeam；3) to filling full high-ductility composite material between described groove and floorings top and crossbeam；4) between the crossbeam and arch rib of short steeve, the girder steel of a longitudinal direction and an oblique girder steel are set up, to limit bridge floor longitudinal direction and lateral displacement；5) expansion joint is set in the middle of bridge deck.The present invention is possible to prevent short steeve not account in interior curved scissors power in being designed for a long time so that it is will not produce structural cumulative damage, and is possible to prevent the bridge deck structure caused because of single Hangers failure to collapse risk.
Description
Technical field
The invention belongs to construction method field, be specifically related to the remodeling method of the floating bowstring arch bridge of a kind of bridge floor.
Background technology
Middle lower bearing arch bridge beautiful design, span ability is big, obtains wide application in recent decades.Base-supporting in China
The construction of bowstring arch bridge is started late, and these bridge booms of present stage, tie-rod and otherwise disease start the most sudden and the most violent
Dew, these problems that there is bowstring arch bridge also begin to pay attention to, but research still relatively lags behind.The Major Diseases of bowstring arch bridge
It is concentrated mainly in the structures such as arch rib, suspension rod, anchorage, binder, crossbeam.
The harm of bridge floor floating bowstring arch bridge middle hanger is especially prominent.It is both supported upon crossbeam due to binder due to this type of bridge
On, and every crossbeam is to play by two suspension rods, and once a Hangers failure or anchorage get loose, then crossbeam and being supported on
Binder and bridge floor together will drop in moment.The problem caused because of suspension rod durability, reliability is outstanding day by day, it has also become
The common problem that such bridge is very important.Such as little south gate Jinshajiang bridge on November 7 calendar year 2001 short steeve breaking portion bridge
Collapse event, 314 national highway Kongquehe bridge short steeve breaking portion bridge floors on April 12nd, 2011 of face collapse event, in July, 2011
Residence, Fujian on the 15th bridge short steeve breaking portion bridge floor collapses event etc..
For the breakage problem of short steeve, there is arch bridge short steeve longitudinal limiting device in prior art, way is to hand over
Connect at least two connecting rods between crossbeam and short steeve crossbeam adjacent thereto.This device can limit short steeve and longitudinal position occurs
Moving, allaying tiredness destroys and the stress corrosion threat to short steeve, but such bridge further relate to the fracture of the 3rd～4 short steeve and
Full-bridge longitudinally with lateral drift problem, it is qualitative analysis short steeve fracture cause, does not dissect drop shot from test angle
Bar fracture underlying causes, such issues that also cannot comprehensively solve.Occur laterally because of automobile or wind load coupling when bridge
During drift, still can be to causing short steeve by curved scissors power.Therefore it is only capable of playing retarding action, if things go on like this still results in
Short steeve ruptures.
Summary of the invention
The present invention is directed to the deformation of bridge floor floating bowstring arch bridge bridge deck vertical, horizontal relatively big, suspension rod (especially short steeve) steel wire
The problem easily producing fatigue damage, propose a kind of can effectively control structure deformation, the floating tied arch of bridge floor of raising globality
The remodeling method of bridge, in use produces structure cumulative damage solving suspension rod, the problem affecting service life.
The theoretical foundation of the present invention is described below: in the floating bowstring arch bridge of bridge floor, short steeve has been subjected to pulling force (
Consider in design calculates), and bear curved scissors power (not considering in design calculates), produce structure cumulative damage, drop shot
The section scan test result that the scanning of bar steel wire does not damages and damages part Fig. 1 and Fig. 2 respectively.It is apparent that short after contrast
There is structure cumulative damage in suspension rod steel wire.Such bridge type is middle through tied arch bridge, and its bridge deck belongs to floating system, as
Shown in Fig. 3, i.e. use suspension rod system crossbeam, crossbeam is laid the bridge deck structure system of longitudinal floorings, and by single boom rest, separately
Outer bridge deck Hanger Anchor fixed end portion's corrosion is serious, both can affect structure service life, and the most a certain suspension rod lost efficacy,
Bridge deck structure becomes unstable system, this suspension rod adjacent two across floorings inevitable fall therewith, thus cause holding under in some
Formula bowstring arch bridge produces part bridge floor and collapses because suspension rod ruptures suddenly.
Concrete technical scheme of the present invention is as follows:
The remodeling method of the floating bowstring arch bridge of bridge floor includes:
1) remove deck paving at arch bridge crossbeam, cut the concrete of floorings termination until beam surface upper, cored slab
Outermost side web does not cuts, and makes to be formed between two emptying cores above crossbeam the groove of a connection；
2) the crossbeam end face at concrete chisel removal carries out bar planting, and floorings are caught in bar planting one end, strengthen floorings with
The connection of crossbeam；
3) to filling full high-ductility composite material between described groove and floorings top and crossbeam, by floorings with
Crossbeam is bonded into one；
4) between the crossbeam and arch rib of short steeve, set up girder steel and an oblique girder steel, two steel of a longitudinal direction
Triangular support structure is formed, to limit bridge floor longitudinal direction and lateral displacement between beam, crossbeam and arch rib；
5) expansion joint is set in the middle of bridge deck.
In above-mentioned remodeling method, 1)～3) effect be by crossbeam above original floorings between concrete high-ductility
Property composite substitutes, and the floorings of bridge floor vertical and horizontal are all linked to be an entirety.Crossbeam is glued the most in the lump simultaneously
Knot, on floorings, finally makes original floorings and crossbeam become a common beaer, plays the work of common stress deformation
With.Even if wherein a suspension rod lost efficacy, bridge deck structure also can maintain equilibrium system under the effect of other suspension rods, will not wink
Between occur collapse accident.4) effect be then this common beaer is carried out horizontal and vertical spacing, make floorings because of
The temperature difference is expanded with heat and contract with cold or under other External Force Actings during dilatation, short steeve will not be driven to move, prevent it for a long time by curved scissors
Power, and from structure cumulative damage occurs.And owing to bridge floor has been linked to be a mobile restricted entirety, it is therefore desirable to set adaptively
Put expansion joint and prevent from process of expansion and contraction occurs damage, adapt to the malformation demands such as temperature change effect,.
As preferably, the installation method of described girder steel is: arched girder binding site set up hanging device or at bridge under take
If support, by crab-bolt by Interal fixation in crossbeam side, then hoisting steel beam one end is welded on this steel plate；When arch rib is steel
During structure, the other end of girder steel is directly welded on arch rib, when arch rib is xoncrete structure, by crab-bolt by Interal fixation in
Arch rib side, then the other end of girder steel is directly welded on steel plate.Spacing girder steel can be installed by which easily,
Reduce the impact that original structure is caused.
As preferably, described high-ductility composite material is satisfied to be required as follows: 1) tensile strength is not less than 30Mpa, resistance to compression
Intensity is not less than 45Mpa；2) elastic modelling quantity is 3000～4000Mpa；3) adhesion strength and between concrete interface is not less than
2.5Mpa；4), after mixing and stirring, setting time is more than half an hour.
In the present invention, high-ductility composite material role is divided into two aspects, and one is to improve different cored slab, crossbeam
Between globality structural strength；Two is that cored slab and crossbeam are bonded as entirety.Based on this, explain above-mentioned parameter in detail below
The foundation selected:
1) tensile strength not less than 30Mpa, comprcssive strength not less than 45Mpa, elastic modelling quantity be 3000～4000Mpa former
Because being to mate with the corresponding index configuring steel in structure, under this parameter, high-ductility composite material can be with joint filling, cored slab etc.
The common stress deformation of steel in structure.
2) reason not less than 2.5Mpa of the adhesion strength and between concrete interface is: general concrete breaking resistance is
2Mpa, therefore, Concrete Bond Strength should be not less than 2Mpa, is preferably not less than 2.5Mpa through overtesting, leaves safety coefficient.When
Binding material meet this when requiring, even if by too high load between different cored slab, the bonding at hinge seam also will not occur
Destroying, contrary destruction occurs on the contrary in cored slab concrete.Therefore, it greatly improves the globality between cored slab.
3), after mixing and stirring, setting time more than halfhour reason is: in view of the needs of working procedure, the solidification after mix
Time is difficult to too short, otherwise cannot realize best bond performance in casting process.
Above-mentioned 3 require it is all to make cored slab and crossbeam form overall important document, need to adjust especially in work progress
Whole.
Further, described high-ductility composite material specifically can use and meet above-mentioned 3 MPC composite woods required.
As another kind of optimal way, the satisfied following requirement of described bar planting construction: 1) use Ribbed Bar, reinforcing bar grade
It is not less than HRB400；2) bar diameter is not less than 20mm, and spacing is not more than 500mm；3) processing L-shaped, floorings are caught in upper end；
4) anchoring adhesive uses A level glue.The purpose that above-mentioned parameter requires is crossbeam and cored slab to be connect further, strengthens entirety
Property.
As preferably, the requirement of described girder steel: 1) use welded H section steel, hot rolling I-steel, hot rolled H-shaped, round steel pipe
Or square steel tube；2) deck-molding is no less than 400mm, thickness of slab or wall thickness no less than 8mm；3) Q345 or Q235 steel is used；4) use weather-proof
Steel, carbon steel or Hi-Stren steel.Above-mentioned parameter is to be subject to meet structure when being capable of limit function of girder steel
Power requirement.
Further, described girder steel, should be long at girder steel outer wall when using carbon steel or Hi-Stren steel
Acting type anticorrosive coating, is otherwise easily caused remainder corrosion, affects the rigidity of girder steel, ultimately results in bridge strengthening performance and declines
Subtract..
The present invention in terms of existing technologies, substitutes concrete by high-ductility composite material, then at short steeve crossbeam
Place carries out horizontal and vertical spacing, prevents short steeve from not accounting in interior curved scissors power in being designed for a long time so that it is will not
Produce structural cumulative damage.And crossbeam and cored slab are bonded as one by materials such as MPC, can further improve its stress
Globality, prevents the bridge deck structure caused because of single Hangers failure from collapsing risk.
Accompanying drawing explanation
Fig. 1 is the section scanned photograph that short steeve does not damages end；
Fig. 2 is the section scanned photograph of short steeve damage end；
Fig. 3 is floating system half-through arch bridge facade structures schematic diagram；
Fig. 4 is the schematic diagram of A full-page proof in Fig. 3；
Fig. 5 is I-I generalized section in Fig. 4；
Fig. 6 is bridge floor floating intermediate deck arch bridge modification scheme elevation；
Fig. 7 is floorings modification scheme connection detail (dimensional units: centimetre)；
Fig. 8 is I-I generalized section in Fig. 7；
Fig. 9 is to set up spacing girder steel plane graph between the crossbeam of short steeve and arch rib；
Figure 10 is steel girder erection connecting portion drawing (dimensional units: millimeter).
In above-mentioned accompanying drawing, part figure, due to symmetrical or long, use and simplifies signal.
Detailed description of the invention
With detailed description of the invention, the present invention is further elaborated below in conjunction with the accompanying drawings, in order to be better understood from the present invention.
This detailed description of the invention provides the remodeling method of a kind of floating bowstring arch bridge of preferably bridge floor.But each technical characteristic following
On the premise of not colliding with each other, all can carry out respective combination.
As shown in Figures 3 and 4, the bridge in the present embodiment is intermediate deck arch bridge, and bridge deck belongs to floating system.Use
Suspension rod system crossbeam, crossbeam is laid the bridge deck structure system of longitudinal floorings, and two ends carry out bearing stress by suspension rod.Daily
During use, floorings can be because variations in temperature or other reasons cause vertical or horizontal flexible.Owing to suspension rod is when design
Do not account for curved scissors power, therefore can produce the damage shown in Fig. 2 in long-term loading process.And the length of the short steeve at two ends, left and right
Spending the shortest, its stress is maximum, and damage is the most serious, and reality is also that short steeve is easiest to rupture.On the other hand, this bridge is also
There is another hidden danger, owing to bridge deck Hanger Anchor fixed end portion is metal structure, under long-term exposing to the sun and rain, easily produce rust
Erosion.When this corrosion expands to affect structural safety, the risk that collapses of bridge produces the most therewith.For this bridge, utilize this
It is reinforced by bright remodeling method, specifically includes following steps:
1) as it is shown in figure 5, be originally sequentially provided with 10cm concrete and 10cm asphalt concrete pavement above floorings.Due to
Reinforce, first remove deck paving at arch bridge crossbeam, cut above crossbeam between both sides floorings termination originally
The concrete filled, cuts to beam surface upper.Cored slab outermost side web does not cuts, and the needs of mating formation of top are the most
Cut a part of area, in order to construction.After cutting, above crossbeam, between the cored slab of two rows linking originally, form formation one
The groove of individual connection, this bottom portion of groove extends to beam surface upper.Clean out the foreign material in groove.
2) the crossbeam end face at concrete chisel removal, i.e. this groove carry out bar planting, and by bar planting top curved, make one end
Catch on floorings, strengthen the connection of floorings and crossbeam.The satisfied following requirement of bar planting construction: 1) use Ribbed Bar, reinforcing bar etc.
Level is not less than HRB400；2) bar diameter is not less than 20mm, and spacing is not more than 500mm；3) processing L-shaped, bridge floor is caught in upper end
Plate；4) anchoring adhesive uses A level glue.
3) to described groove to fill full high-ductility composite material, floorings are bonded into one with crossbeam；Meanwhile, bridge
Also can there is certain gap between panel top and crossbeam, therefore high-ductility composite material also can penetrate in gap, by crossbeam
Upper surface and floorings bottom surface bonding are in one.Enough groove structures that bonds are as shown in FIG. 7 and 8, horizontal and vertical adjacent
Floorings are all connected to entirety.
In the present embodiment, high-ductility composite material uses MPC composite, and its performance is satisfied to be required as follows: 1) tension is strong
Degree is not less than 45Mpa not less than 30Mpa, comprcssive strength；2) elastic modelling quantity is 3000～4000Mpa；3) with concrete interface it
Between adhesion strength not less than 2.5Mpa；4), after mixing and stirring, setting time is more than half an hour.High-ductility composite material may be used without full
The other materials of the above-mentioned condition of foot, such as epoxy resin mortar etc..Concrete performance parameter can be finely adjusted according to practice of construction.
4) as it is shown in figure 9, at the crossbeam corresponding to short steeve with to set up one between arch rib identical with bridge bearing of trend
Girder steel and an oblique girder steel intersected with bearing of trend, two girder steels, between crossbeam and arch rib, form triangular support knot
Structure.This structure can limit bridge floor longitudinal direction and lateral displacement.In order to meet its structural performance requirements, girder steel needs to adopt following ginseng
Number: 1) use welded H section steel, hot rolling I-steel, hot rolled H-shaped, round steel pipe or square steel tube；2) deck-molding is no less than 400mm, thickness of slab
Or wall thickness is no less than 8mm；3) Q345 or Q235 steel is used；4) use weathering steel, carbon steel or Hi-Stren steel, work as employing
When carbon steel or Hi-Stren steel, long-acting type anticorrosive coating should be carried out at girder steel outer wall.
Girder steel two ends can be installed the most as follows.For the side that connects with crossbeam, can set up at arched girder binding site
Hanging device or set up support under bridge, by crab-bolt by Interal fixation in crossbeam side, then hoisting steel beam one end is welded on
On this steel plate, as shown in Figure 10.And for being connected side with arch rib, when arch rib is steel construction, the other end of girder steel directly welds
It is connected on the relevant position of arch rib.When arch rib is xoncrete structure, it is possible to use the form of construction work identical with crossbeam end, the most logical
Cross crab-bolt by Interal fixation in arch rib side, then the other end of girder steel is directly welded on steel plate.
5) centre position in bridge deck arranges expansion joint, then rebuilds the deck paving cut.Final transformation
As shown in Figure 6, in figure, " O " represents and uses MPC to reinforce arch bridge structure after reinforcing, and " | | " represents and arrange expansion joint
6) by the footing health preserving such as deck paving, expansion joint 24 days.
7), after completing, bridge is normally open to traffic transport, and is monitored at subsequent process and feeds back.Said method can be preferable
The overall stress of bridge is coordinated on ground, reduces the curved scissors power that bridge two ends short steeve is subject to, reduces its risk that collapses.
Above-described embodiment is only used for illustrating claimed content, but be not intended to limit the invention
Claimed scope.Improvement that those skilled in the art are done in spirit of the present invention and replacement, belong in protection domain.
Claims (7)
1. the remodeling method of the floating bowstring arch bridge of bridge floor, it is characterised in that including:
1) remove deck paving at arch bridge crossbeam, cut the concrete of floorings termination until beam surface upper, cored slab outermost
Side web does not cuts, and makes to be formed between two emptying cores above crossbeam the groove of a connection；
2) the crossbeam end face at concrete chisel removal carries out bar planting, and floorings are caught in bar planting one end, strengthen floorings and crossbeam
Connection；
3) to filling full high-ductility composite material between described groove and floorings top and crossbeam, by floorings and crossbeam
It is bonded into one；
4) between the crossbeam and arch rib of short steeve, set up girder steel and an oblique girder steel, two girder steels, the horizontal strokes of a longitudinal direction
Triangular support structure is formed, to limit bridge floor longitudinal direction and lateral displacement between beam and arch rib；
5) expansion joint is set in the middle of bridge deck.
2. the remodeling method of the floating bowstring arch bridge of bridge floor as claimed in claim 1, it is characterised in that the installation of described girder steel
Method is:
Arched girder binding site set up hanging device or at bridge under set up support, by crab-bolt by Interal fixation in crossbeam side,
Then hoisting steel beam one end is welded on this steel plate；When arch rib is steel construction, the other end of girder steel is directly welded on arch rib,
When arch rib is xoncrete structure, by crab-bolt by Interal fixation in arch rib side, then the other end of girder steel is directly welded in
On steel plate.
3. the remodeling method of the floating bowstring arch bridge of bridge floor as claimed in claim 1, it is characterised in that described high tenacity is combined
The satisfied following requirement of material: 1) tensile strength is not less than 30Mpa, and comprcssive strength is not less than 45Mpa；2) elastic modelling quantity be 3000 ~
4000Mpa；3) adhesion strength and between concrete interface is not less than 2.5Mpa；4), after mixing and stirring, setting time is more than half an hour.
4. the remodeling method of the floating bowstring arch bridge of bridge floor as claimed in claim 3, it is characterised in that described high tenacity is combined
Material uses MPC composite.
5. the remodeling method of the floating bowstring arch bridge of bridge floor as claimed in claim 1, it is characterised in that described bar planting construction is full
Foot is following to be required: 1) using Ribbed Bar, reinforcing bar grade is not less than HRB400；2) bar diameter is not less than 20mm, and spacing is little
In 500mm；3) processing L-shaped, floorings are caught in upper end；4) anchoring adhesive uses A level glue.
6. the remodeling method of the floating bowstring arch bridge of bridge floor as claimed in claim 1, it is characterised in that wanting of described girder steel
Ask: 1) use welded H section steel, hot rolling I-steel, hot rolled H-shaped, round steel pipe or square steel tube；2) deck-molding is no less than 400mm, thickness of slab
Or wall thickness is no less than 8mm；3) Q345 or Q235 steel is used；4) weathering steel, carbon steel or Hi-Stren steel are used.
7. the remodeling method of the floating bowstring arch bridge of bridge floor as claimed in claim 6, it is characterised in that described girder steel is when using
When carbon steel or Hi-Stren steel, long-acting type anticorrosive coating should be carried out at girder steel outer wall.
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| CN201610657975.0A CN106087782B (en) | 2016-08-11 | 2016-08-11 | A kind of remodeling method of bridge floor floating bowstring arch bridge |
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| CN201610657975.0A CN106087782B (en) | 2016-08-11 | 2016-08-11 | A kind of remodeling method of bridge floor floating bowstring arch bridge |
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| CN106087782B CN106087782B (en) | 2017-11-17 |
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Cited By (3)
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| CN109505222A (en) * | 2018-11-05 | 2019-03-22 | 安徽省交通规划设计研究总院股份有限公司 | A kind of netted sunpender bowstring arch bridge of assembled |
| WO2022156109A1 (en) * | 2021-01-21 | 2022-07-28 | 福州大学 | Longitudinal stiffener structure capable of enhancing robustness of suspension bridge system of half-through arch bridge and construction method therefor |
| WO2022156157A1 (en) * | 2021-01-21 | 2022-07-28 | 福州大学 | Through arch bridge suspension bridge system reinforced by truss steel structure stiffened stringers and construction method therefor |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109505222A (en) * | 2018-11-05 | 2019-03-22 | 安徽省交通规划设计研究总院股份有限公司 | A kind of netted sunpender bowstring arch bridge of assembled |
| CN109505222B (en) * | 2018-11-05 | 2021-06-22 | 安徽省交通规划设计研究总院股份有限公司 | Assembled netted jib tied arch bridge |
| WO2022156109A1 (en) * | 2021-01-21 | 2022-07-28 | 福州大学 | Longitudinal stiffener structure capable of enhancing robustness of suspension bridge system of half-through arch bridge and construction method therefor |
| WO2022156157A1 (en) * | 2021-01-21 | 2022-07-28 | 福州大学 | Through arch bridge suspension bridge system reinforced by truss steel structure stiffened stringers and construction method therefor |
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| Publication number | Publication date |
|---|---|
| CN106087782B (en) | 2017-11-17 |
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