CN108978495A - Simply supported non-uniform bridge negative moment area steel beam prestressing force self compensation improved method - Google Patents
Simply supported non-uniform bridge negative moment area steel beam prestressing force self compensation improved method Download PDFInfo
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- CN108978495A CN108978495A CN201811205026.4A CN201811205026A CN108978495A CN 108978495 A CN108978495 A CN 108978495A CN 201811205026 A CN201811205026 A CN 201811205026A CN 108978495 A CN108978495 A CN 108978495A
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- steel beam
- sleeve
- restoring board
- concrete
- steel
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Abstract
The invention discloses a kind of Simply supported non-uniform bridge negative moment area steel beam prestressing force self compensation improved methods, there is in the access of steel beam stretching end the elastic device of self- recoverage deformability, this method has self compensation deformability, the elastical retraction of the elastic force compensating prestressed strand as caused by anchorage deformation, steel beam retraction, concrete shrinkage and creep stored in pressure spring can be passed through, compensate loss of prestress, substantially increase the effective prestress inside steel beam, it is therefore prevented that cracking of floorings during bridge operation in Simply supported non-uniform bridge negative moment area.
Description
Technical field
The invention belongs to science of bridge building fields, and in particular to a kind of Simply supported non-uniform bridge negative moment area steel beam prestressing force
Self compensation improved method.
Background technique
Assembled simple T beam bridge is the current most common bridge type of Mid and minor spans concrete beam bridge, however the reduction at bridge floor
Seam will cause bridge floor out-of-flatness with discontinuously, and erosion environment and vehicle impact effect also result in telescopic device and some diseases occur
Evil, therefore science of bridge building teacher proposes the continuous novel structure scheme of simply supported girder bridge bridge floor: the cast-in-place wet seam at pier top, to mixed
After solidifying soil maintenance reaches design strength, using the tensioning hogging moment prestressed strand such as jack, to keep pier top Cast-in-Situ Segment mixed
Solidifying soil deposit compression makes simple T beam bridge form non-individual body to cope with the hogging moment occurred under secondary dead load and live loading
System.
Although simple-supported thencontinuous in science of bridge building by increasingly extensive application, at built " Simply supported non-uniform "
In prestressed concrete beam bridge, girder cracking phenomena is very serious, and loss of prestress is excessive, Partial Bridges because of construction reason,
The prestressing force of negative moment area completely loses, and this kind of disease is increasingly causing the worry of people, to find out its cause, hogging moment area
The structural form of section is unreasonable, and construction quality is unqualified, and prestressed failure is the root for causing above-mentioned disease.
Negative moment area is the key position that Simply supported non-uniform T beam bridge realizes continuous function, and construction and construction quality exist
Be largely fixed the function and durability of bridge, T beam flange plate set anchoring tooth plate anchoring be it is several it is traditional bear it is curved
One of square section tectonic type, the defect of the form is: needing that hanging basket method is used to complete stretch-draw anchor under bridge floor to construct
Hogging moment, not only constructional difficulties, and after the completion of construction, the stretching force of steel beam has certain retraction, and there are biggish prestressing force damages
It loses.And there is presently no the Improvement requirements that a kind of method is able to satisfy the structural form.
Summary of the invention
In view of this, the purpose of the present invention is to provide a kind of Simply supported non-uniform bridge negative moment area steel beam prestressing force from
Improved method is compensated, by improving bridge structure and construction technology, is overcome at present because of the unreasonable institute of negative moment area structural form
Bring bridge quality problems.
In order to achieve the above objectives, the invention provides the following technical scheme: a kind of Simply supported non-uniform bridge negative moment area steel
Beam prestressing force self compensation improved method, mainly comprises the steps that
(1) the embedding elastic device in advance at steel Shu Zhangla end position in beams of concrete: elastic device mainly by positioning plate,
It is correspondingly provided on pressure spring, steel beam anchoring restoring board and sleeve composition, positioning plate and steel beam anchoring restoring board across the hole of steel beam；
After fixing positioning plate on reinforcement cage skeleton in beams of concrete, one end of pressure spring is first welded on the outside on positioning plate
Place, then the pressure spring other end and steel beam are anchored restoring board one side and mutually welded, after sleeve one end is welded on positioning plate and is made
Pressure spring and steel beam anchoring restoring board are located in sleeve, and casting concrete forms concrete prefabricated beam and reveals the rear end part of sleeve
Out outside precast beam；
(2) steel beam is penetrated, steel beam is made to sequentially pass through bellows, positioning plate and steel beam anchoring restoring board；
(3) it is anchored restoring board from the exposed junction of sleeve press steel beam using top-pressure mechanism, then passes through limiting device for steel
Beam anchoring restoring board is detachably secured on sleeve so that pressure spring maintains under compression；
(4) tensioning steel beam when wet seam crossing modulus of elasticity of concrete and intensity reach 90% or more design value, when tensioning
According to 15% standard to steel Shu Jinhang ultra stretching, steel beam is anchored at by steel beam by intermediate plate after ultra stretching and is anchored on restoring board；
(5) limiting device on sleeve is unclamped, steel beam anchoring restoring board is made to be in freely slidable state；
(6) construction bridge deck, waiting allow wet joint concrete and concrete beam body to shrink in 6~12 months and creep, after
It is in the milk in bellows to prevent steel Shu Fasheng from corroding.
Further, displacement sensor is set in sleeve inner.
Further, displacement sensor is wireless type.
Further, top-pressure mechanism uses punching jack.
Further, limiting device is the locating piece or shop bolt being arranged on sleeve.
The beneficial effects of the present invention are: by the access of steel beam stretching end there is the elasticity of self- recoverage deformability to fill
Set, the compression counter-force of ultra stretching power and pressure spring when can be by steel Shu Zhangla is stored in pressure spring, with offset due to anchorage deformation,
Loss of prestress caused by steel beam retraction, concrete shrinkage and creep；So that effective prestress is protected, solves Simply supported non-uniform
The problem of Cracking of negative moment section of beam section concrete top plate.Displacement sensor in elastic device can accurately know its self compensation energy
Power helps to assist to estimate the reliability and service life for sentencing bridge.
Detailed description of the invention
In order to keep the purpose of the present invention, technical scheme and beneficial effects clearer, the present invention provides following attached drawing and carries out
Illustrate:
Fig. 1 is elastic device compressive state schematic diagram；
Fig. 2 is elastic device tensile state schematic diagram；
Fig. 3 is the schematic diagram that the hogging moment steel beam with elastic device is anchored in bridge floor lower edge.
Specific embodiment
Below in conjunction with attached FIG. 1 to FIG. 3, the technical program is described in detail.
The improved method mainly comprises the steps that
(1) the embedding elastic device 1 in advance at steel Shu Zhangla end position in beams of concrete: elastic device 1 is mainly by positioning
Plate 11, pressure spring 12, steel beam anchoring restoring board 13 and sleeve 14 form, and positioning plate 11 is corresponding on steel beam anchoring restoring board 13 to be set
Have across the hole of steel beam 2；On reinforcement cage skeleton in beams of concrete after the good positioning plate 11 of binding and fixing, first by 12 one end of pressure spring
Head is welded at the outside on positioning plate 11 (far from wet 3 side of seam), then 12 other end of pressure spring and steel beam is anchored restoring board
13 one sides mutually weld, after be welded on positioning plate 11 and make pressure spring 12 and steel beam to be anchored restoring board 13 14 one end of sleeve to be located at
In sleeve 14, in sleeve 14 slidably, casting concrete forms concrete prefabricated beam and makes sleeve steel beam anchoring restoring board 13
Expose outside precast beam 14 rear end (far from wet 3 side of seam) part.
Elastic device 1 herein is the steel beam anchoring mobilizable structure similar to piston/cylinder of restoring board 13；It is interior
Portion is provided with pressure spring 12, and when steel 2 tensioning of beam, being anchored 13 compression press spring 12 of restoring board by slidable steel beam causes internal generation
Counter-force；When steel beam 2 shortening trend occurs due to anchoring, concrete shrinkage and creep etc., i.e., using in advance in pressure spring
The counter-force of portion's storage realizes steel beam self compensation elongation.
(2) steel beam 2 is penetrated, steel beam 2 is made to sequentially pass through bellows 4, positioning plate 11 and steel beam anchoring restoring board 13.
(3) it is anchored restoring board 13 from the exposed junction of sleeve 14 press steel beam using top-pressure mechanism, then passes through limiting device
Steel beam anchoring restoring board 13 is detachably secured on sleeve 14 so that pressure spring 12 maintains under compression.
Locating piece 5 or positioning can be used in the equipment that punching jack one kind can be used in top-pressure mechanism herein, limiting device
The mechanism of pin one kind, is mounted on sleeve 14；Sleeve 14 is tubular structure, and one end and positioning plate 11 weld, and the other end is opened
Mouthful, form semi-enclosed structure type.The open end of sleeve 14 exposes outside beam when precast beam, is anchored restoring board to steel beam to realize
13 adjusting operation and the tensioning of steel beam.The specification of pressure spring and decrement etc. are matched by precalculating, proper in each parameter
In good matched situation, pressure spring be can be compressed to the state of near limit.After completing pressure spring compression, pass through dismountable locating piece 5
Or shop bolt positions steel beam anchoring restoring board 13, can carry out subsequent steel Shu Zhangla.
(4) the tensioning steel beam 2 when wet seam crossing modulus of elasticity of concrete and intensity reach 90% or more design value, when tensioning
According to 15% standard to steel Shu Jinhang ultra stretching, steel beam 2 is anchored at by steel beam by intermediate plate 15 after ultra stretching and is anchored restoring board
On 13.Ultra stretching process herein further decreases loss of prestress.
(5) limiting device on sleeve 14 is unclamped, steel beam anchoring restoring board 13 is made to be in freely slidable state；
(6) construction bridge deck, waiting allow wet joint concrete and concrete beam body to shrink in 6~12 months and creep, after
It is in the milk in bellows 4 to prevent steel beam 2 from corroding.
It is significant to note that: it is in " use state " in the front limit device provided of steel Shu Zhangla, limitation steel beam anchoring is multiple
Position plate 13 bounces back, and after the completion of steel Shu Zhangla, " closing/cancellation " limiting device makes steel beam anchoring restoring board 13 can be with free skating
It is dynamic, to realize self compensation reset function.In addition, in bellows slip casting be shunk to concrete (beam body) creep it is laggard
Capable, rather than carried out immediately after the completion of steel Shu Zhangla.
As a further improvement of the foregoing solution, displacement sensor is set inside sleeve 14.Displacement sensor can be adopted
With wireless type, mounted in the amount of recovery of 14 internal monitoring steel beam of sleeve, which can be used as a reference point of release pressure spring, when
When many index parameter of negative moment area reaches the state that need to mend tensioning, restoring board 13, Ji Keshi is anchored by release steel beam
Existing bridge mid-term adjusts the tensioning of negative moment area.
The remodeling method is that one group of elastic device is added by the negative moment area constructed in existing highway bridge, makes elastic device
Certain counter-force can be prestored, after the completion of steel beam ultra stretching, the pressure spring in elastic device can use its function pair of automatically reseting
Steel Shu Jinhang mends tensioning, to solve the persistent ailment that prestressed strand loss of prestress is big at bridge top plate.And loss of prestress subtracts
It is small so that effective prestress is protected, and solve the problem of Cracking of Simply supported non-uniform negative moment section of beam section concrete top plate.
By being had in background technique for the negative moment area tectonic type that T beam flange plate sets anchoring tooth plate anchoring
Structural reform makes construction process explanation.
Bellows 4, positioning plate 11 are corresponded to binding on T beam steel cage by step (1), and positioning plate 11 and T beam steel cage weld
It connects and elastic device 1 is sequentially installed after fixing: first (connecing in the outside that 12 1 end of pressure spring is welded on positioning plate 11 far from wet
Stitch side) at, after by 12 other end of pressure spring and steel beam anchoring 13 phase of restoring board weld, 14 front end of sleeve is finally welded on positioning
On plate 11 and it is located at pressure spring 12 and steel beam anchoring restoring board 13 in sleeve 14, casting concrete forms precast beam and simultaneously exposes sleeve
14 open rearward end end；
Corresponding be erected on the temporary support of two bridge piers of each precast beam is formed freely-supported knot according to conventional steps by step (2)
Structure；
Bellows 4 at two adjacent precast beam two ends is connected by step (3) by corrugated pipe connector, and wearing steel beam 2 makes
Steel Shu Duantou stretches out bridge floor lower edge；When wearing steel beam 2,2 end of steel beam sequentially passes through bellows 4, aperture and steel on positioning plate 11
Beam is anchored restoring board 13；
Step (4), to pour wet joint concrete integral by two adjacent precast beams connections；
Step (5) is anchored restoring board 13 from the exposed junction of sleeve 14 press steel beam using jack, then passes through locating piece
5 are detachably secured to steel beam anchoring restoring board 13 on sleeve 14 so that pressure spring maintains compressive state；
Step (6) uses prestressing force after wet joint concrete intensity and elasticity modulus reach 90% or more design value
It draws equipment (jack etc.) to carry out ultra stretching to steel beam 2 in bridge floor lower edge, passes through intermediate plate 15 after ultra stretching and steel beam 2 is anchored at steel
Beam is anchored on restoring board 13；
Locating piece 5 in step (7), release sleeve 14 makes steel beam anchoring restoring board 13 be in freely slidable state,
The stretching force lost with self compensation；
Step (8) completes simply supported beam change continuous beam system transform according to conventional construction process, and carries out anaphase bridge face paving
Dress.
Step (9), waiting allow wet joint concrete and concrete beam body to shrink in 6~12 months and creep, in bellows
It is inside in the milk to prevent steel Shu Fasheng from corroding.
Finally, it is stated that preferred embodiment above is only used to illustrate the technical scheme of the present invention and not to limit it, although logical
It crosses above preferred embodiment the present invention is described in detail, however, those skilled in the art should understand that, can be
Various changes are made to it in form and in details, without departing from claims of the present invention limited range.
Claims (5)
1. a kind of Simply supported non-uniform bridge negative moment area steel beam prestressing force self compensation improved method, it is characterised in that mainly include
Following steps:
(1) the embedding elastic device in advance at steel Shu Zhangla end position in beams of concrete: elastic device is mainly by positioning plate, pressure
It is correspondingly provided on spring, steel beam anchoring restoring board and sleeve composition, positioning plate and steel beam anchoring restoring board across the hole of steel beam；?
After fixing positioning plate on reinforcement cage skeleton in beams of concrete, one end of pressure spring is first welded on the outside on positioning plate,
The pressure spring other end and steel beam anchoring restoring board one side are mutually welded again, after sleeve one end be welded on positioning plate and make pressure spring
And steel beam anchoring restoring board is located in sleeve, casting concrete forms concrete prefabricated beam and exposes the rear end part of sleeve in advance
Outside beam processed；
(2) steel beam is penetrated, steel beam is made to sequentially pass through bellows, positioning plate and steel beam anchoring restoring board；
(3) it is anchored restoring board from the exposed junction of sleeve press steel beam using top-pressure mechanism, then passes through limiting device for steel beam anchor
Determine restoring board to be detachably secured on sleeve so that pressure spring maintains under compression；
(4) tensioning steel beam when wet seam crossing modulus of elasticity of concrete and intensity reach 90% or more design value, when tensioning according to
Steel beam is anchored at steel beam by intermediate plate after ultra stretching and is anchored on restoring board to steel Shu Jinhang ultra stretching by 15% standard；
(5) limiting device on sleeve is unclamped, steel beam anchoring restoring board is made to be in freely slidable state；
(6) construct bridge deck, wait and allow wet joint concrete and concrete beam body to shrink within 6~12 months to creep, after in wave
It is in the milk in line pipe to prevent steel Shu Fasheng from corroding.
2. Simply supported non-uniform bridge negative moment area steel beam prestressing force self compensation improved method according to claim 1,
It is characterized in that: displacement sensor is set in sleeve inner.
3. Simply supported non-uniform bridge negative moment area steel beam prestressing force self compensation improved method according to claim 2,
Be characterized in that: displacement sensor is wireless type.
4. Simply supported non-uniform bridge negative moment area steel beam prestressing force self compensation improved method according to claim 1,
Be characterized in that: top-pressure mechanism uses punching jack.
5. Simply supported non-uniform bridge negative moment area steel beam prestressing force self compensation improved method according to claim 1,
Be characterized in that: limiting device is the locating piece or shop bolt being arranged on sleeve.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811205026.4A CN108978495B (en) | 2018-10-16 | 2018-10-16 | Simple support variable continuous bridge hogging moment section steel beam prestress self-compensation improvement method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811205026.4A CN108978495B (en) | 2018-10-16 | 2018-10-16 | Simple support variable continuous bridge hogging moment section steel beam prestress self-compensation improvement method |
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| Publication Number | Publication Date |
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| CN108978495A true CN108978495A (en) | 2018-12-11 |
| CN108978495B CN108978495B (en) | 2020-04-14 |
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| CN201811205026.4A Active CN108978495B (en) | 2018-10-16 | 2018-10-16 | Simple support variable continuous bridge hogging moment section steel beam prestress self-compensation improvement method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110468719A (en) * | 2019-08-29 | 2019-11-19 | 中国十七冶集团有限公司 | A kind of construction method for reducing self-anchored suspension bridge and greatly enhancing steel strand prestress loss |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110468719A (en) * | 2019-08-29 | 2019-11-19 | 中国十七冶集团有限公司 | A kind of construction method for reducing self-anchored suspension bridge and greatly enhancing steel strand prestress loss |
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| CN108978495B (en) | 2020-04-14 |
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