CN110258352A - The steel reinforced concrete combined bridge construction method that two bridgings are done - Google Patents
The steel reinforced concrete combined bridge construction method that two bridgings are done Download PDFInfo
- Publication number
- CN110258352A CN110258352A CN201910699995.8A CN201910699995A CN110258352A CN 110258352 A CN110258352 A CN 110258352A CN 201910699995 A CN201910699995 A CN 201910699995A CN 110258352 A CN110258352 A CN 110258352A
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- bridge
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 106
- 239000010959 steel Substances 0.000 title claims abstract description 106
- 238000010276 construction Methods 0.000 title claims abstract description 61
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 21
- 239000004567 concrete Substances 0.000 claims abstract description 20
- 102000006495 integrins Human genes 0.000 claims abstract description 4
- 239000002965 rope Substances 0.000 claims description 10
- 210000001364 Upper Extremity Anatomy 0.000 claims description 8
- 238000000034 method Methods 0.000 claims description 8
- 239000002131 composite material Substances 0.000 abstract description 7
- 238000009434 installation Methods 0.000 abstract description 5
- 239000000203 mixtures Substances 0.000 description 4
- 238000005336 cracking Methods 0.000 description 3
- 238000010586 diagrams Methods 0.000 description 3
- 238000005266 casting Methods 0.000 description 2
- 239000000463 materials Substances 0.000 description 2
- 239000000725 suspensions Substances 0.000 description 2
- 210000001331 Nose Anatomy 0.000 description 1
- 238000009749 continuous casting Methods 0.000 description 1
- 230000000875 corresponding Effects 0.000 description 1
- 238000004642 transportation engineering Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
Abstract
The invention discloses the steel reinforced concrete combined bridge construction methods that two bridgings of one kind are done, including step, 1. 2. pre-manufactured steel beam element is constructed bridge pier, Bridge Erector is erected at main bridge first, 3. two cross-locations lift first in place across girder steel, supporting leg edge is set to move along the bridge to the first girder steel bottom plate across pier top position, it is reserved to set up space, then 4. lifting second welds first across girder steel in place, two across girder steel, complete the 5. installation first simultaneously of two system transforms across girder steel " Simply supported non-uniform ", two across prefabricated bridge, and in adjusting 6. the position of supporting leg passes through Bridge Erector and lifts across girder steel hogging moment area concrete at the 7. vertically and horizontally wet joint concrete of two bridge panel of continuous placing and pier top position simultaneously to two, it completes preceding two and 8. repeats the second ~ seven step across construction, complete the construction of integrin bridge.The construction speed of steel reinforced concrete combined bridge can be substantially improved in the present invention, improve the stress of composite structure, be a kind of steel reinforced concrete combined bridge construction method of brand new ideas.
Description
Technical field
The present invention relates to the construction method of steel reinforced concrete combination beam, the steel reinforced concrete combined bridge done more particularly, to two bridgings of one kind is applied
Work method.
Background technique
Steel reinforced concrete combined bridge has the multiple advantages such as self weight is larger compared with light, span ability and construction speed is fast, builds in traffic
With obviously economic benefit and competitiveness, current country carry forward vigorously the construction of steel reinforced concrete composite beam bridge in if.Due to applying
Work sequence and construction method influence whether the bridge completion state and mechanical characteristic of steel reinforced concrete composite beam bridge, and therefore, it is necessary to combine practical feelings
Condition selects suitable construction method.
Currently used construction method has following three kinds: 1. rack construction: setting up interim mounting bracket first, is then propping up
Girder steel is installed, then casting concrete floorings are torn open after concrete reaches design strength and is combined into entirety with girder steel on frame
Except bracket, load is by steel-concrete combined structure shared.Analyzed from the utilization rate of material merely, rack construction advantage compared with
To be obvious, but it is higher to site requirements, is very using rack construction especially across deep valley, high pier bridge
It is uneconomic.2. incremental launching construction: setting steel nose girder before girder steel, set up Temporary Piers when necessary, then use the side of jack pushing tow
Girder steel pushing tow in place, then is installed floorings by formula on girder steel, cast-in-place wet seam.The construction method is in main beam supporting, girder steel
Stress is more unfavorable, and there are positive and negative Moment sections, therefore generally requires to increase size and the section of girder steel, generally in special feelings
This construction method is just used under condition.3. Bridge Erector is constructed: a liter installation girder steel is hung using Bridge Erector, then floorings are installed, then
The cast-in-place wet seam portion of floorings forms composite structure.Such construction method, speed of application is relatively fast, the girder steel of early period and
Floorings self weight is undertaken by girder steel, and floorings do not stress, when later period load action, composite structure entirety stress, and comprehensive advantage
It is fairly obvious.Since Bridge Erector is when carrying out lifting construction, lifting one is across hole-specifically constructing, i.e., set up a Kong Gang every time every time
Liang Hou, after the completion of needing that the wet seam of lateral floorings is waited to pour, can carry out it is next across construction, therefore, floorings are wet to be connect
The speed of application for stitching link, directly affects the construction speed of entire engineering；Also, in the construction process, Bridge Erector is each only
There is a hole playing a role, causes Bridge Erector utilization rate lower；Again, in waiting continuous beam on many supports construction across arrangement, girder steel
End bay stress is the most unfavorable, but also needs to prevent bridge pier top hogging moment area from cracking.
Summary of the invention
The present invention provides a kind of steel reinforced concrete combined bridge construction method that two bridgings are done, it is therefore intended that solves existing Bridge Erector and applies
Work there is a problem of that utilization rate of equipment and installations is lower, speed of application is slow and girder steel and end bay stress it is unfavorable.
To achieve the above object, the present invention can take following technical proposals:
The steel reinforced concrete combined bridge construction method that two bridging of the present invention is done, includes the following steps:
The first step according to Bridge Design scheme, pre-manufactured steel beam element, and is arranged in steel beam flange and temporarily hangs piece；
Second step, to Bridge Piles, Bridge Pier Construction after, so that Bridge Erector is marched to main the first and second cross-location of bridge, and make to build bridge
Supporting leg is stood on pier cap beam respectively before, during and after machine, wherein middle supporting leg stretches to along vertical bridge to sliding setting for two
Formula supporting leg, and the Bridge Erector support beam length other than front leg strut is 0.2 ~ 0.3 times of single span girder steel；
Third step, lifting first is in place across girder steel, and middle supporting leg edge is then made to move along the bridge to the first girder steel across pier top position
It on bottom plate, reserves and sets up space, it is in place across girder steel then to lift second；
First and second across girder steel carry out longitudinal measure is completed two system transforms across girder steel " Simply supported non-uniform " by the 4th step；
5th step, at the same install first and second across prefabricated bridge；In the process, middle supporting leg is from pier top girder steel bottom plate position
It successively rises, is supported on the floorings of pier top two sides along bridge to moving respectively；
6th step, by withholding with first and second across hanging on girder steel after piece is separately connected, to two across girder steel for Bridge Erector hoist cable end
It lifts simultaneously, and locks the Suo Li of hoist cable after being stretched to setting value, wherein is big along the rope force value of bridge to two side sling of pier top
In the rope force value of span centre hoist cable；
7th step, takes the mode of one-time-concreting, the vertically and horizontally wet joint concrete of continuous placing the first and second bridge panel, with
And the hogging moment area concrete at pier top position, after cast-in-place concrete reaches design strength, release hoist cable and girder steel hang piece it
Between connection；
8th step, makes Bridge Erector advance forward, and per forward advance two across when, according to method described in the second ~ seven step carry out
Construction, until integrin bridge erection is completed.
Compared with existing construction method, advantage is embodied in construction method of the present invention:
1) present invention changes original form of construction work, by adjacent two across girder steel as unit of, continuity lifting, primary concreting
Two across the wet seam of floorings and pier top hogging moment area concrete, although the speed of application for installing each girder steel is constant, by
It waits bridge deck concrete to reach the time of design strength in saving half, is equivalent to entire speed of application and is doubled,
The utilization rate for substantially increasing equipment, saves construction cost, produces direct economic benefit；
2) present invention by Bridge Erector hoist cable to adjacent two across girder steel progress simultaneously reverse drawing, improve installation prefabricated bridge, now
The stress of end bay girder steel when pouring floorings wet seam, in addition, by adjusting cable force is hung, using the Suo Li near pier top be greater than across
The scheme of middle Suo Li releases hoist cable pulling force and forms precompression within the scope of pier top later, improves the hogging moment area cracking of pier top
Problem；
3) present invention is additionally arranged Bridge Erector lengthened tail part section, improves the lifting distance of equipment during steel girder erection, adapts to
Two Span Continuous set up the demand poured；
4) in the construction process, progress steel girder is longitudinally connected first by the present invention, completes the system transform of " Simply supported non-uniform ",
Then floorings are installed again, it may be assumed that set up steel girder → Simply supported non-uniform → installation floorings；And previous form of construction work is then:
Set up steel girder → installation floorings → Simply supported non-uniform；Steel master in continuous across footpath can be improved using construction method of the invention
The holistic resistant behavior of beam generates improvement for the stress of end bay.
To sum up, the construction speed of steel reinforced concrete combined bridge can be substantially improved in the present invention, not only can produce direct economy
Benefit, and this construction method can also improve the stress of composite structure, be a kind of steel reinforced concrete combined bridge of brand new ideas
Construction method has broad application prospects in long Long span steel reinforced concrete combined bridge.
Detailed description of the invention
Fig. 1 ~ 7 are construction procedure figures of the invention.
Fig. 8 is the cross-sectional configuration schematic diagram of girder steel unit used in present invention construction.
Fig. 9 is the structural schematic diagram (omitting beam car) of Bridge Erector used in present invention construction.
Figure 10 is schematic cross-sectional view when Bridge Erector lifts girder steel in Fig. 3.
Figure 11 is schematic cross-sectional view when Bridge Erector is to girder steel progress suspension centre promotion in Fig. 5.
Figure 12 is the attachment structure schematic diagram of middle supporting leg and support beam in Fig. 9.
Specific embodiment
The steel reinforced concrete combined bridge construction method that two bridging of the present invention is done, be suitable for girder steel unit span be 30~
The case where 120m.Below by taking the six steel reinforced concrete continuous composite bridges beams across one as an example, construction method of the invention is done in further detail
Explanation.
As shown in figs. 1-7, the invention mainly includes steps:
The first step, according to Bridge Design scheme, prefabricated girder steel unit 1 as shown in Figure 8, the girder steel unit 1 mainly includes web
1.1 and the edge of a wing 1.2, and be welded on the edge of a wing 1.2 and temporarily hang piece 1.3.
Second step, to Bridge Piles, Bridge Pier Construction after, keep Bridge Erector 2 in place.
As shown in figure 9, Bridge Erector 2 includes the support beam 2.4 with front leg strut 2.1, middle supporting leg 2.2, rear support leg 2.3,
Support beam 2.4 is located at the part on the outside of front leg strut 2.1, and (i.e. lengthening section a) is 0.3 times of 1 length of girder steel unit, to improve
Bridge Erector 2 hangs a liter transportation range；The erect-position of supporting leg 2.2 in when in order to solve the problems, such as two across girder steel continuously hoistings, middle supporting leg 2.2
For two pairs along the longitudinal direction that vertical bridge is driven by motor 2.2a to the telescopic leg of sliding setting, each middle 2.2 top of supporting leg
Traveling wheel 2.2b is connected with the sliding rail 2.2c that 2.4 bottom surface of support beam is arranged in, and between middle supporting leg 2.2 and support beam 2.4
It is provided with and sees Figure 12 for the movable button 2.2d(that fastens of latched position).When setting up girder steel, all supports of two centering supporting leg 2.2
In the girder steel bottom plate position (see figure 3) that pier top has been set up；When pouring the wet seam of floorings, two centering supporting legs 2.2 support respectively
The (see figure 5) on the prefabricated bridge at left and right sides of pier top.Being equipped in support beam 2.4 can move along bridge to direction across bridge
Sliding boom hoisting 2.5 comprising a pair is located at the longitudinal rail in support beam 2.4, slides on longitudinal rail and is provided with
Top has the moving beam of electronic rope drawing machine, is equipped on the lifting cross beam being connected with electronic rope drawing machine for hoisting steel beam
Play hanging hook.Multiple groups are also equipped in support beam 2.4 between front leg strut 2.1 and rear support leg 2.3 along bridge length direction interval
The wrap-up 2.6 of setting, every group of 2.6 device at least two of wrap-up are separately mounted to 2.5 liang of boom hoisting of sliding
Side.Specifically, each wrap-up 2.6 is connected by the direction across bridge pulley with locking fixture block with support beam 2.4, each
2.7 end of hoist cable of wrap-up 2.6, which is provided with, withholds 2.8.The problem of in order to improve pier top hogging moment area cracking, in use,
According to the location of raising sling device, be divided into pier top area and span centre area, and the rope force value F1 of pier top raising sling device and
The rope force value F2 of span centre sling device is of different sizes.Beam car 2.9 is then arranged in 2.4 lower section of support beam.
Bridge Erector 2 is in place, even if Bridge Erector 2 marches to main the first and second cross-location of bridge, make front leg strut 2.1, middle supporting leg 2.2,
Rear support leg 2.3 is stood respectively on corresponding pier cap beam, and 2.4 lengthening section a of support beam is located at other than front leg strut 2.1 at this time
(see figure 1).
Third step, lifting is first in place across girder steel, then in supporting leg 2.2 along moving along the bridge to first across pier top position
It on girder steel bottom plate, reserves and sets up space, it is in place across girder steel then to lift second.
Specifically, beam car 2.9 is transported to first below 2.4 lengthening section a of support beam across girder steel, uses boom hoisting
2.5 hoisting steel beam front ends, girder steel rear end are still placed on (see figure 1) on beam car 2.9, and girder steel is advanced slowly, to girder steel rear end
When marching in 2.4 lengthening section of support beam lifting range, the rear end (see figure 2) of liter girder steel is hung, the first hanging across girder steel is carried out
Fill (see figure 3) in place；Later, two pairs of supporting legs of middle supporting leg 2.2 successively lift, and moving along the bridge to be supported on to have set up finishes
Figure 10 is met personally in (see figure 3) on first across girder steel bottom plate, cross-section at support, then according to above-mentioned steps, passes through 2.9 He of beam car
Boom hoisting 2.5 matches delivery second across girder steel, and carries out lifting (see figure 4) in place.
First and second across girder steel carry out longitudinal measure is completed two systems across girder steel " Simply supported non-uniform " and turned by the 4th step
It changes；
5th step, at the same install first and second across prefabricated bridge 3；In the process, two centering supporting legs 2.2 are from pier top girder steel
Bottom plate position is successively risen, and edge moves along the bridge and is respectively supported on the first and second bridge panel 3 of pier top two sides (Fig. 5), branch
Support schematic cross-sectional view is shown in Figure 11；
2 hoist cable of Bridge Erector, 2.7 end is withheld 2.6 and first and second across hanging on girder steel after piece 1.3 is separately connected by the 6th step,
It is lifted simultaneously to first and second across girder steel, and locks the Suo Li of hoist cable 2.7 after being stretched to setting value, wherein along bridge to pier top
The rope force value F2(that the rope force value F1 of two side slings is greater than span centre hoist cable is shown in Fig. 5)；
7th step, the vertically and horizontally wet joint concrete 4 of continuous placing the first and second bridge panel, reaches design to cast-in-place concrete
After intensity, releases hoist cable 2.7 and girder steel hangs the connection (see figure 6) between piece 1.3；
8th step makes Bridge Erector 2 advance forward, and per forward advance two across when, according to method described in the second ~ seven step carry out
Construction, until (see figure 7) is completed in integrin bridge erection.
Schematic illustration is carried out to the construction method of steel reinforced concrete combination beam of the present invention below.
In terms of stress, the case where improvement for end bay stress, it can be explained by following calculating.With 50m across footpath
For steel reinforced concrete combination beam, span centre sets 2 suspension centres, calculate in the way of single span construction and the construction of two Span Continuous respectively and divide
Analysis, the stress condition comparison of different phase is as follows:
1 main calculation results of table compare (unit: MPa)
From above-mentioned calculating comparing result as can be seen that by the way of two Span Continuous pouring constructions, to the shadow of construction stage
Sound is not obvious, but in bridge completion state, the stress of girder steel and concrete slab is significantly improved, and reduces end bay
Stress, for equal highly beneficial across end bay stress in arrangement bridge.Under final bridge completion state, maximum draw of spaning middle section girder steel is answered
The more traditional erection without scaffolding of power level low 45% or so, upper limb concrete maximum crushing stress is high by 43% or so, and structure stress is more advantageous.
Construction aspect, using conventional single span construction method, needs after the completion of one is across main beam supporting, casting concrete bridge floor
Plate, average construction speed is about 9 days/hole, and after applying the present invention, the two wet seams of Span Continuous casting concrete, the same time pours
Two are built across wet seam, averagely pouring progress is 6 days/hole, construction speed is greatly improved, to save operating expenses.Now with
For the steel reinforced concrete combination beam in mono- hole 80m, the comparison of construction speed is carried out.
The comparison of 2 single hole construction speed of table
To sum up, the utilization index of material can be improved using the method for the present invention, at the same can improve girder steel and concrete slab by
Power has the series of advantages such as convenient of constructing without increasing special construction process and construction machinery equipment.
Claims (1)
1. a kind of steel reinforced concrete combined bridge construction method that two bridgings are done, characterized by the following steps:
The first step according to Bridge Design scheme, pre-manufactured steel beam element, and is arranged in steel beam flange and temporarily hangs piece；
Second step, to Bridge Piles, Bridge Pier Construction after, so that Bridge Erector is marched to main the first and second cross-location of bridge, and make to build bridge
Supporting leg is stood on pier cap beam respectively before, during and after machine, wherein middle supporting leg stretches to along vertical bridge to sliding setting for two
Formula supporting leg, and the Bridge Erector support beam length other than front leg strut is 0.2 ~ 0.3 times of single span girder steel；
Third step, lifting first is in place across girder steel, and middle supporting leg edge is then made to move along the bridge to the first girder steel across pier top position
It on bottom plate, reserves and sets up space, it is in place across girder steel then to lift second；
First and second across girder steel carry out longitudinal measure is completed two system transforms across girder steel " Simply supported non-uniform " by the 4th step；
5th step, at the same install first and second across prefabricated bridge；In the process, middle supporting leg is from pier top girder steel bottom plate position
It successively rises, is supported on the floorings of pier top two sides along bridge to moving respectively；
6th step, by withholding with first and second across hanging on girder steel after piece is separately connected, to two across girder steel for Bridge Erector hoist cable end
It lifts simultaneously, and locks the Suo Li of hoist cable after being stretched to setting value, wherein is big along the rope force value of bridge to two side sling of pier top
In the rope force value of span centre hoist cable；
7th step, takes the mode of one-time-concreting, the vertically and horizontally wet joint concrete of continuous placing the first and second bridge panel, with
And the hogging moment area concrete at pier top position, after cast-in-place concrete reaches design strength, release hoist cable and girder steel hang piece it
Between connection；
8th step, makes Bridge Erector advance forward, and per forward advance two across when, according to method described in the second ~ seven step carry out
Construction, until integrin bridge erection is completed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201910699995.8A CN110258352A (en) | 2019-07-31 | 2019-07-31 | The steel reinforced concrete combined bridge construction method that two bridgings are done |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910699995.8A CN110258352A (en) | 2019-07-31 | 2019-07-31 | The steel reinforced concrete combined bridge construction method that two bridgings are done |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112627059A (en) * | 2020-12-21 | 2021-04-09 | 中建八局第三建设有限公司 | Pier-beam integrated bridge girder erection machine and via hole construction method |
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| CN108330842A (en) * | 2018-04-19 | 2018-07-27 | 郑州新大方重工科技有限公司 | A kind of Bridge Erector and construction method of large span steel reinforced concrete combination beam erection construction |
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| JP2009221714A (en) * | 2008-03-14 | 2009-10-01 | Ps Mitsubishi Construction Co Ltd | Composite girder bridge of prestressing steel concrete, and its erection method |
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