CN208219385U - A kind of intensive midfeather UHPC box girder bridge - Google Patents
A kind of intensive midfeather UHPC box girder bridge Download PDFInfo
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- CN208219385U CN208219385U CN201820638209.4U CN201820638209U CN208219385U CN 208219385 U CN208219385 U CN 208219385U CN 201820638209 U CN201820638209 U CN 201820638209U CN 208219385 U CN208219385 U CN 208219385U
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- midfeather
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- box girder
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- uhpc
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Abstract
The utility model discloses a kind of intensive midfeather UHPC box girder bridges, including being equipped with unilateral longitudinal stiffener from top plate and bottom plate, web, diaphragm plate and the box beam formed along vertical bridge at least 2 midfeathers of arrangement, the web and midfeather.By Optimal Construction details, the lateral anti-bending bearing capacity of web and midfeather is significantly improved, box girder web and midfeather lateral buckling are effectively prevent.Tabula plate spacing between the adjacent support of box girder bridge described in the utility model meets one-way slabs stress characteristic, i.e. the vertical, horizontal stress of bridge is independent of each other, and has given full play to the strength of materials of UHPC at least over 2 times of mediastinum plate spacing in stress；The utility model improves the shear resistant capacity of box beam, increases the longitudinal rigidity of box beam, and then reduce the dosage of longitudinal prestressing reinforcing bar, there is preferable economic benefit by encryption setting midfeather.
Description
Technical field
The utility model relates to concrete box girder technical fields, more particularly, to a kind of intensive midfeather UHPC box girder bridge.
Background technique
According to statistics, in built prestressed concrete beam bridge, after across footpath is more than 60m, bridge cross-sectional form
It is mostly box section.Jia Xiantao is mentioned in " box beam adds the mechanical property research after midfeather and ribbed stiffener ": when bridge it is wide compared with
When width, span are larger, midfeather need to be generally set, the longitudinal rigidity of bridge is promoted, improve the holistic resistant behavior of box beam.
Box girder bridge panel is four sides, theoretical according to high bridge structure, when adjacent tabula plate spacing is more than adjacent
When 2 times of mediastinum plate spacing or adjacent mediastinum plate spacing are more than 2 times of adjacent tabula plate spacing, the floorings of supported along four sides are single
To stressed plate, i.e. box girder bridge mainly considers to indulge bridge to stress, in second, third system computing mainly in the first system calculating
Direction across bridge stress or vertical bridge are considered to stress, and the vertical, horizontal stress of bridge is independent of each other.Therefore, according to above-mentioned single load bearing plate
Two types, the two kind design methods adaptable with it are as follows: (1) reduce mediastinum plate spacing and increase the spacing of diaphragm plate: should
Method will increase the dead load of bridge when bridge span is larger, (not consider substantially when design for normal concrete beam bridge
Itself tensile capacity), under the action of the mobile loads such as vehicle, lateral local stress is easy to cause floorings to crack, and needs that cross is arranged
Force request is just able to satisfy to presstressed reinforcing steel；(2) less setting midfeather and diaphragm plate is intensively arranged: this method increase transverse directions
Bending stiffness reduces box beam distortion effect, but increase to a certain extent bridge dead load and to resist longitudinal sagging moment without
Benefit.
With the rapid development of ultra-high performance concrete (referred to as UHPC), the compactness of superelevation and excellent mechanical property
Energy (compression strength >=150MPa, flexural strength >=30 MPa, tensile strength >=8 MPa, elasticity modulus >=40GPa) can be substantially
Degree reduces the self weight of bridge.Since UHPC itself has certain tensile capacity, so that not configuring any transversely prestressed bars
In the case where the intensive midfeather bridge of one-way slabs stress characteristic be possibly realized.
" the unidirectional Prestressed U HPC Continuous Box Girder Bridge conceptual design of Ultra-Long Spans and preliminary experiment " discloses a kind of intensive cross
The UHPC box girder bridge of partition, floorings be two-way slab stress characteristic, local calculation analysis in need to calculate vertical bridge to bending
Stress is simultaneously overlapped with overall calculation result, longitudinal stress value is increased, to need to be arranged more longitudinal prestressing muscle.
In order to reduce longitudinal prestressing muscle dosage, promoted box beam longitudinal bending stiffness and shear resistant capacity, sufficiently
The strength of materials of UHPC is played, this paper presents a kind of intensive midfeather UHPC box girder bridges for having one-way slabs stress characteristic.It is logical
Intensive setting midfeather is crossed, diaphragm plate is set at the positions such as pier top position and span centre and is made by the lateral connection of top, bottom plate
With, can guarantee the lateral stiffness of bridge, limit box beam distortion deformation.When the thickness of top, bottom plate is guaranteed, pass through
The collective effect of midfeather, web, the structure are feasible in stress.
Utility model content
Technical problem to be solved by the utility model is: overcoming the deficiencies of the prior art and provide a kind of longitudinal bending stiffness
Greatly, overall calculation and the explicitly intensive midfeather UHPC box girder bridge of local calculation stress.
The technical scheme adopted by the utility model to solve the technical problem is as follows: a kind of intensive midfeather UHPC box girder bridge,
Including from top plate and bottom plate, web, diaphragm plate and the box beam formed along vertical bridge at least two midfeather of arrangement, the web
It is equipped with unilateral longitudinal stiffener with midfeather, the lateral bending stiffness of web and midfeather is promoted with this, prevents lateral buckling.
Further, it is equipped with short longitudinal rib at the intermediate position of adjacent midfeather and Cantilever Flange Slab, effectively improves box beam
Longitudinal rigidity reduces the dosage of longitudinal prestressing reinforcing bar.
It further, is 2 ~ 5m along the spacing of bridge wide direction between adjacent midfeather, adjacent tabula plate spacing requires more than adjacent
2 times (i.e. d > 2e) of mediastinum plate spacing, make floorings meet one-way slabs stress characteristic.
Further, end diaphragm plate is equipped at the support of the box girder bridge and at beam-ends, the diaphragm plate is arranged in bridge span
Middle place, and other positions of bridge are according to requiring that diaphragm plate is selectively arranged, the construction measure ensure that box beam laterally just
The whole stress-bearing capability of degree and box beam.
Further, intensive midfeather UHPC box girder bridge is in direction across bridge, perpendicular bridge to without configuring presstressed reinforcing steel, it is only necessary to which configuration is vertical
To deformed bar, become traditional three dimension prestressing as unidirectional prestressing force.Deformed bar can not only use externally cable, but also can adopt
With internal beam.
Further, the box beam top plate in direction across bridge and vertical bridge to can configure common steel bar stress, and to lateral stressed
Reinforcing bar carries out appropriate encryption, enhances the anti-crack ability of panel.
Further, to guarantee the bridge joint effect of steel fibre, giving full play to the tensile capacity of UHPC, box beam direction across bridge not
Setting connection seam, only vertical bridge to be arranged longitudinal seam.
Further, the handover position of the web, midfeather, short longitudinal rib and headers/footers is equipped with prestressed anchor permanent tooth block,
Be conducive to the anchoring to prestressing with bond reinforcing bar and/or external prestressing reinforcing bar, especially when deformed bar uses externally cable
When arrangement, prestressed anchor permanent tooth block effectively strengthens anchoring effect.
Further, thickness >=12cm of the web and midfeather, thickness >=10cm of short longitudinal rib, the thickness of diaphragm plate >=
12cm。
A kind of intensive midfeather UHPC box girder bridge of the utility model the utility model has the advantages that
The Thin-walled box beam structure that the box girder bridge uses UHPC design of material to build is full by being intensively arranged in midfeather stress
Sufficient one-way slabs stress characteristic mainly considers to indulge bridge to stress, in second, third system computing mainly in the first system calculating
Consider direction across bridge stress, the vertical, horizontal stress of bridge is independent of each other, thus reduces the longitudinal stress value of box beam, give full play to
The strength of materials of UHPC, and then can reduce the dosage of longitudinal prestressing reinforcing bar.
By Optimal Construction details, the lateral anti-bending bearing capacity of web and midfeather is significantly improved, box beam is effectively prevent
Web and midfeather lateral buckling.
The utility model improves the shear resistant capacity of box beam by encryption setting midfeather, increases the vertical of box beam
To rigidity, and then reduce the dosage of longitudinal prestressing reinforcing bar, there is preferable economic benefit.
Detailed description of the invention
Fig. 1-is a kind of longitudinal section of intensive midfeather UHPC box girder bridge of the utility model；
Fig. 2-is a kind of cross-sectional view of intensive midfeather UHPC box girder bridge of embodiment 1；
Fig. 3-is a kind of prestress anchoraging schematic diagram of intensive midfeather UHPC box girder bridge of embodiment 1；
Fig. 4-is a kind of cross-sectional view of intensive midfeather UHPC box girder bridge of embodiment 2；
Fig. 5-is a kind of prestress anchoraging schematic diagram of intensive midfeather UHPC box girder bridge of embodiment 2；
1, top plate；2, bottom plate；3, diaphragm plate 4, end diaphragm plate；5, web；6, midfeather；7, longitudinal stiffener；8, short vertical
Rib；9, tooth block is anchored；10, deformed bar.
Specific embodiment
The following is a further explanation of the present invention with reference to the accompanying drawings and embodiments.
Embodiment 1
Referring to Fig.1 ~ 3, a kind of intensive midfeather UHPC box girder bridge of the present embodiment, including by top plate 1, bottom plate 2, web 5,
Diaphragm plate 3, end diaphragm plate 4 and box beam from vertical bridge to 3 midfeathers 6 of arrangement that formed along, on the web 5 and midfeather 6
Equipped with unilateral longitudinal stiffener 7, the lateral bending stiffness of web 5 and midfeather 6 is promoted with this, prevents lateral buckling.
The UHPC box girder bridge is equipped with end diaphragm plate 4 at support position, and end diaphragm plate increases the lateral stiffness of bridge, and
The stress that support can preferably be transmitted guarantees the lateral stiffness of box beam, improves the whole stress-bearing capability of box beam.
It along the spacing of bridge wide direction is 2 ~ 5m between adjacent midfeather 6, and 3 spacing of diaphragm plate has been more than 6 spacing of midfeather
2 times (i.e. d > 2e) so that the local pressure of box girder bridge panel meets one-way slabs stress characteristic, i.e. the vertical, horizontal stress of bridge
It is independent of each other, has given full play to the strength of materials of UHPC.
The web 5, midfeather 6 and 1/ bottom plate 2 of top plate handover position be equipped with prestressed anchor permanent tooth block 9, be conducive to pair
Deformed bar 10 reaches preferable anchoring effect, especially when deformed bar 10 is arranged using externally cable, anchoring effect
Fruit is more preferable.
Intensive midfeather UHPC box girder bridge is in direction across bridge, perpendicular bridge to without configuring presstressed reinforcing steel, it is only necessary to which configuration is longitudinal to answer in advance
Power reinforcing bar 10 becomes traditional three dimension prestressing as unidirectional prestressing force.Deformed bar 10 can not only use externally cable, but also can use
Internal beam.
The box girder bridge is not provided with connection seam in direction across bridge, gives full play to the bridge joint effect of steel fibre.To increase top plate 1
Anti-crack ability, in 1 direction across bridge of box beam top plate, vertical bridge to being laid with common steel bar stress.
Thickness >=12cm of the web 5 and midfeather 6, thickness >=10cm of short longitudinal rib 8, the thickness of diaphragm plate 3 >=
12cm。
Embodiment 2
Referring to Fig. 4, compared with Example 1, a kind of intensive midfeather UHPC box girder bridge of the present embodiment, there are it is following not
It is same:
It is equipped with short longitudinal rib 8 at the intermediate position of adjacent midfeather 6 and Cantilever Flange Slab, effectively improves the longitudinal rigid of box beam
Degree reduces the dosage of longitudinal prestressing reinforcing bar 10.
Referring to Fig. 5, the web 5, midfeather 6, short longitudinal rib 8 and the handover position of 1/ bottom plate 2 of top plate are equipped with prestressed anchor
Permanent tooth block 9 is conducive to reach preferable anchoring effect to deformed bar 10.
Claims (9)
1. a kind of intensive midfeather UHPC box girder bridge, including from top plate and bottom plate, web, diaphragm plate and along vertical bridge to arrangement
The box beam of at least two midfeather composition, which is characterized in that the web and midfeather are equipped with unilateral longitudinal stiffener.
2. intensive midfeather UHPC box girder bridge as described in claim 1, which is characterized in that the intermediate position of adjacent midfeather and hang
Short longitudinal rib is equipped at arm flange plate.
3. intensive midfeather UHPC box girder bridge as claimed in claim 1 or 2, which is characterized in that wide along bridge between adjacent midfeather
The spacing in direction is 2 ~ 5m, and the tabula plate spacing between adjacent support makes bridge floor at least over 2 times of adjacent mediastinum plate spacing
Plate meets one-way slabs stress.
4. intensive midfeather UHPC box girder bridge as claimed in claim 1 or 2, which is characterized in that at the support of the box girder bridge and
End diaphragm plate is equipped at beam-ends, the diaphragm plate is arranged in bridge span.
5. intensive midfeather UHPC box girder bridge as claimed in claim 1 or 2, which is characterized in that intensive midfeather UHPC box girder bridge
In direction across bridge, perpendicular bridge to without configuring presstressed reinforcing steel, it is only necessary to configure longitudinal prestressing reinforcing bar, it is unidirectional for becoming traditional three dimension prestressing
Prestressing force.
6. intensive midfeather UHPC box girder bridge as claimed in claim 1 or 2, which is characterized in that box beam direction across bridge is not provided with connecting
Seam only connects seam to setting in vertical bridge.
7. intensive midfeather UHPC box girder bridge as claimed in claim 1 or 2, which is characterized in that the thickness of the web and midfeather
Degree >=12cm, thickness >=10cm of short longitudinal rib, thickness >=12cm of diaphragm plate.
8. intensive midfeather UHPC box girder bridge as claimed in claim 1 or 2, which is characterized in that the web, midfeather, short vertical
The handover position of rib and headers/footers is equipped with prestressed anchor permanent tooth block.
9. intensive midfeather UHPC box girder bridge as claimed in claim 1 or 2, which is characterized in that the direction across bridge of the box girder bridge is indulged
Bridge is to being equipped with common steel bar stress.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820638209.4U CN208219385U (en) | 2018-05-02 | 2018-05-02 | A kind of intensive midfeather UHPC box girder bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820638209.4U CN208219385U (en) | 2018-05-02 | 2018-05-02 | A kind of intensive midfeather UHPC box girder bridge |
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| Publication Number | Publication Date |
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| CN208219385U true CN208219385U (en) | 2018-12-11 |
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| CN201820638209.4U Expired - Fee Related CN208219385U (en) | 2018-05-02 | 2018-05-02 | A kind of intensive midfeather UHPC box girder bridge |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108396631A (en) * | 2018-05-02 | 2018-08-14 | 长沙理工大学 | A kind of intensive midfeather UHPC box girder bridges |
-
2018
- 2018-05-02 CN CN201820638209.4U patent/CN208219385U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108396631A (en) * | 2018-05-02 | 2018-08-14 | 长沙理工大学 | A kind of intensive midfeather UHPC box girder bridges |
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| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20181211 Termination date: 20200502 |