CN102296751A - Prestressing anti-fatigue girder - Google Patents
Prestressing anti-fatigue girder Download PDFInfo
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- CN102296751A CN102296751A CN2011101454811A CN201110145481A CN102296751A CN 102296751 A CN102296751 A CN 102296751A CN 2011101454811 A CN2011101454811 A CN 2011101454811A CN 201110145481 A CN201110145481 A CN 201110145481A CN 102296751 A CN102296751 A CN 102296751A
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Abstract
The invention belongs to the technical field of civil engineering, and specifically relates to a prestressing anti-fatigue girder. The prestressing anti-fatigue girder comprises a top flange, a bottom flange, a web, a bearer stiffening plate and prestressing anchor slab, anchor holes, a high-strength prestressing steel strand, an anchoring stiffening plate, an anchor head, an arc plate, a bearer steel bracket and lateral movement proof cushion block. The prestressing steel strand is penetrated into anchor holes which are near to a tensile flange and are symmetrical on two sides of the web, and is anchored by the anchor head after stretch-draw, so as to generate a precompression on a girder tensile area. After prestressing relaxation, the prestressing steel strand has a pressure stress larger than amplitude of a self-weight stress and a fatigue tensile stress; and the girder bottom flange will not be subjected to tension under compound effects of deadweight and fatigue load. Therefore, a fatigue problem id solved. According to the invention, a design fatigue stress amplitude of the bottom flange is increased from a former one limited in an allowed fatigue stress amplitude to one approaching a design strength f, so as o substantially increase anti-fatigue capability and change a fatigue brittle failure to a ductility strength problem. An ultimate strength of the bottom flange is increased by one time, so as to substantially increase material utilization rate of high-strength steel.
Description
Technical field
The invention belongs to technical field of civil engineering, be specifically related to a kind of prestressing force antifatigue girder steel.
Background technology
The permission Fatigue Stress Amplitude of antifatigue girder steel (as heavy duty crane beam, driving girder, bridge etc.) is all lower at present, and high strength steel do not have any advantage aspect antifatigue, allows the Fatigue Stress Amplitude and the ratio of intensity to be significantly less than the ratio of fatigue effect and volume effects.For main antifatigue girder steel, except that connecting, Q235 steel, 2 classes can bring into play simultaneously the strength of materials and the anti-fatigue ability, and material is controlled by antifatigue under all the other situations, strength of materials utilization rate deficiency.The strength of materials is high more, the connection classification is poor more, the fatigue loading number of repetition is many more, and then strength of materials utilization rate is low more.In addition, structural fatigue destroys and is brittle fracture at present, and incident is unexpected, can cause major accident.For this reason, require to have a kind of method to make fatigue problem not become the controlled factor that the restriction Materials with High Strength is used, avoid high-strength girder steel generation brittle failure to destroy, thereby make full use of the strength of materials, save steel, improve the safety of structure under the fatigue effect.
Summary of the invention
The object of the present invention is to provide a kind of prestressing force antifatigue girder steel.
The prestressing force antifatigue girder steel that the present invention proposes, form by top flange 1, bottom flange 2, web 3, anchor slab 4, anchor hole 5, high-strength prestress steel strand 6, anchoring stiffener 7, anchor head 8, arc 9 and bearing steel corbel 10, top flange 1, web 3 and bottom flange 2 are welded to form the H section steel beam successively, described H section steel beam two ends are fixed on the bearing steel corbel 10, web 3 both sides that are positioned at bearing steel corbel 10 tops are welded with anchor slab 4, and described anchor slab 4 plays the girder steel bearing stiffener prestressing force anchor slab of holding concurrently; The anchor slab 4 that is positioned at H section steel beam two ends is respectively equipped with anchor hole 5 near 2 places, bottom flange about the both sides of web 3 symmetries, anchor hole 5 all is welded with anchorage zone stiffener 7 up and down, anchor slab 4 is provided with an arc 9 to H section steel beam one end distolateral, projection is pressed on the anchor slab 4 corresponding with web 3 center lines in the middle of the arc 9, prestress wire 6 one ends pass the anchor hole 5 on 9,2 anchor slabs 4 of arc successively, after the stretch-draw, prestress wire 6 two ends are by anchor head 8 anchorings.
Among the present invention, described prestress wire 6 radicals are 2, apply that the tensile region by anchor head 8 and 4 pairs of girder steel bottom flanges 2 of anchor slab and web 3 produces compressive stress behind the pretension.
Among the present invention, girder steel and steel strand are all used high strength steel.
Among the present invention, prestress wire 6 has an end to be fixed on the arc 9, so if just in case side steel strand are disrumpent feelings, opposite side steel strand pulling force simultaneously disappear, and can not produce the side direction moment of flexure to beam.
Among the present invention, the H section steel beam is made prestressed stretch-draw earlier and is installed on the bearing steel corbel 10 again.
Among the present invention, closely accompany anti-sidesway cushion block 11 between web 3 middle parts and prestress wire 6 middle parts, when the web of H section steel beam had sidesway trend, prestress wire promptly applied reverse restoring force to web, to keep the lateral stability of lower flange of girder edge 2.
The principle of the invention is as follows: be subjected to the big zone of tensile stress to apply precompression with high strength steel strand to girder steel bottom flange and adjacent web.Make it consider that the lax back of prestressing force compressive stress adds tired tensile stress amplitude greater than tensile stress under the deadweight.Then the bottom flange of beam can not enter tension yet under deadweight and fatigue loading compound action, thereby has solved fatigue problem.
Advantage of the present invention is:
The brittle fracture of fatigue is become strength problem, and (this kind situation is general earlier by a side steel strand generation fatigue rupture, and the effect opposite side steel strand owing to the arc cushion block after side steel strand are disrumpent feelings also lose pretension to be ductility.Girder steel becomes the common girder steel of no prestressing force.But girder steel is through designing the static(al) effect of resisting fatigue characteristic value of load own.So can not causing structure, the steel strand fatigue failure do not decay, so as long as brittle fracture has been avoided in maintenance).
Steel strand and anti-sidesway cushion block interact can improve the beam lateral stability.
Description of drawings
Fig. 1 is the elevation of prestressing force antifatigue girder steel.
Fig. 2 is the A-A sectional drawing of Fig. 1.
Fig. 3 is the B-B sectional drawing of Fig. 1.
Fig. 4 is the C-C sectional drawing of Fig. 1.
Fig. 5 is the D-D sectional drawing of Fig. 1.
Fig. 6 is the cross-sectional view of prestressing force antifatigue box girder steel.
Number in the figure: 1 is the top flange, and 2 is the bottom flange, and 3 is web, and 4 is anchor slab, and 5 is anchor hole, and 6 is the prestressed high strength steel strand, and 7 are the anchoring stiffener, and 8 is anchor head, and 9 is arc, and 10 is the bearing steel corbel, and 11 are anti-sidesway cushion block.
The specific embodiment
The invention will be further described below in conjunction with accompanying drawing and example.
Embodiment 1: as Fig. 1-shown in Figure 6, this device is made up of hold concurrently prestressing force anchor slab 4, anchor hole 5, high-strength prestress steel strand 6, anchoring stiffener 7, anchor head 8, arc 9, bearing steel corbel 10 and anti-sidesway cushion block 11 of top flange 1, bottom flange 2, web 3, bearing stiffener.Top flange 1, bottom flange 2 and web 3 are formed the welded H section steel beam.H section steel beam two ends are fixed on the bearing steel corbel 10, are welded with anchor slab 4 corresponding to web 3 both sides of bearing steel corbel 10 tops.This anchor slab 4 is both as the also double prestressing force anchor slab of doing of girder steel bearing stiffener.H section steel beam one end (right-hand member) is located respectively to be provided with anchor hole 5 about the both sides of web 3 symmetries near the bottom flange at anchor slab 4, and anchor hole 5 is welded with anchorage zone stiffener 7 up and down.The beam other end (left end) is drilled with anchor hole 5 equally at anchor slab 4 and right-hand member opposite position, and anchor slab is established an arc 9 to the beam-ends side, and arc 9 also is drilled with same anchor hole.Projection is pressed on the anchor slab 4 corresponding with web 3 center lines in the middle of the arc 9.Penetrate prestress wire 6 in the anchor hole 5 about web 3 symmetries, use anchor head 8 anchorings after the stretch-draw.Prestress wire 6 applies that the tensile region by anchor head 8 and 4 pairs of girder steel bottom flanges 2 of anchor slab and web 3 produces compressive stress behind the pretension.Girder steel and prestress wire 6 are all used high strength steel.Prestress wire 6 has an end to be fixed on the arc 9, so if just in case side steel strand are disrumpent feelings, opposite side steel strand pulling force simultaneously disappear, and can not produce the side direction moment of flexure to beam.Anti-sidesway cushion block 11 closely is clipped in web 3 and prestress wire 6 central authorities, and when the web of beam had sidesway trend, steel strand promptly applied reverse restoring force to web, to keep the lateral stability of lower flange of girder edge 2.
Said apparatus is used for heavy-duty worker shaped steel crane girder, calculates bottom flange 2 because of the tensile stress sigma of conducting oneself with dignity and the fatigue loading standard value causes
p, in web 3 both sides prestress wire 6 is set, and it is applied pretension near bottom flange 2.After the deduction loss of prestress, 2 compressive stress that produce equal σ to pretension in the bottom flange
p, girder steel tension not under fatigue effect then, antifatigue satisfies naturally.
Embodiment 2: embodiment 1 described device is used for traversing crane box girder steel, and near web 3 both sides the traversing crane box girder steel tension edge of a wing are provided with prestress wire 6, and it is applied pretension.Similarly, after the deduction loss of prestress, pretension produces compressive stress on the tension edge of a wing.Girder steel tension not under fatigue effect, antifatigue satisfies.Because of having adopted high-strength material, and improve stock utilization,, help the reduction of the long-term energy consumption of traversing crane so case beam weight can significantly reduce.
Claims (3)
1. prestressing force antifatigue girder steel, by top flange (1), bottom flange (2), web (3), anchor slab (4), anchor hole (5), high-strength prestress steel strand (6), anchoring stiffener (7), anchor head (8), arc (9) and bearing steel corbel (10) are formed, it is characterized in that top flange (1), web (3) and bottom flange (2) are welded to form the H section steel beam successively, described H section steel beam two ends are fixed on the bearing steel corbel (10), web (3) both sides that are positioned at bearing steel corbel (10) top are welded with anchor slab (4), and described anchor slab (4) plays the girder steel bearing stiffener prestressing force anchor slab of holding concurrently; The anchor slab (4) that is positioned at H section steel beam two ends is located to be respectively equipped with anchor hole (5) about the both sides of web (3) symmetry near bottom flange (2), anchor hole (5) all is welded with anchorage zone stiffener (7) up and down, anchor slab (4) is to the distolateral arc (9) that is provided with of H section steel beam one end, projection is pressed on the anchor slab (4) corresponding with web (3) center line in the middle of the arc (9), prestress wire (6) one ends pass the anchor hole (5) on arc (9), 2 anchor slabs (4) successively, after the stretch-draw, prestress wire (6) two ends are by anchor head (8) anchoring.
2. prestressing force antifatigue girder steel according to claim 1 is characterized in that described prestress wire (6) radical is 2.
3. prestressing force antifatigue girder steel according to claim 1 is characterized in that closely accompanying anti-sidesway cushion block (11) between web (3) middle part and prestress wire (6) middle part.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110145481 CN102296751B (en) | 2011-06-01 | 2011-06-01 | Prestressing anti-fatigue girder |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110145481 CN102296751B (en) | 2011-06-01 | 2011-06-01 | Prestressing anti-fatigue girder |
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| CN102296751A true CN102296751A (en) | 2011-12-28 |
| CN102296751B CN102296751B (en) | 2013-03-20 |
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| CN 201110145481 Expired - Fee Related CN102296751B (en) | 2011-06-01 | 2011-06-01 | Prestressing anti-fatigue girder |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104085782A (en) * | 2014-07-11 | 2014-10-08 | 何书贵 | Bridge crane main beam |
| CN106760204A (en) * | 2017-01-03 | 2017-05-31 | 高力强 | Concrete beam or column capable of improving torsional bearing capacity and construction method thereof |
| CN109184077A (en) * | 2018-10-17 | 2019-01-11 | 中国铁路设计集团有限公司 | One kind, which is casted anchor, applies prestressed girder with rolled steel section en cased in concrete and its construction method |
| CN109537800A (en) * | 2018-11-30 | 2019-03-29 | 中国建筑第八工程局有限公司 | Super-span overhangs prestressed arc-shape steel beam structure and its construction method |
| CN116717027A (en) * | 2023-07-18 | 2023-09-08 | 中建二局阳光智造有限公司 | Large-span steel box girder prestress structure |
| CN116927515A (en) * | 2023-09-14 | 2023-10-24 | 北京市建筑工程研究院有限责任公司 | Auxiliary device for resisting accumulated fatigue fracture of steel beam and use method |
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2011
- 2011-06-01 CN CN 201110145481 patent/CN102296751B/en not_active Expired - Fee Related
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104085782A (en) * | 2014-07-11 | 2014-10-08 | 何书贵 | Bridge crane main beam |
| CN106760204A (en) * | 2017-01-03 | 2017-05-31 | 高力强 | Concrete beam or column capable of improving torsional bearing capacity and construction method thereof |
| CN109184077A (en) * | 2018-10-17 | 2019-01-11 | 中国铁路设计集团有限公司 | One kind, which is casted anchor, applies prestressed girder with rolled steel section en cased in concrete and its construction method |
| CN109184077B (en) * | 2018-10-17 | 2023-05-09 | 中国铁路设计集团有限公司 | Steel reinforced concrete beam with prestressed lower anchor and construction method thereof |
| CN109537800A (en) * | 2018-11-30 | 2019-03-29 | 中国建筑第八工程局有限公司 | Super-span overhangs prestressed arc-shape steel beam structure and its construction method |
| CN116717027A (en) * | 2023-07-18 | 2023-09-08 | 中建二局阳光智造有限公司 | Large-span steel box girder prestress structure |
| CN116927515A (en) * | 2023-09-14 | 2023-10-24 | 北京市建筑工程研究院有限责任公司 | Auxiliary device for resisting accumulated fatigue fracture of steel beam and use method |
| CN116927515B (en) * | 2023-09-14 | 2024-01-05 | 北京市建筑工程研究院有限责任公司 | Auxiliary device for resisting accumulated fatigue fracture of steel beam and use method |
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|---|---|
| CN102296751B (en) | 2013-03-20 |
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