CN204676407U - A kind of three arch rib support tie-rod configuration - Google Patents
A kind of three arch rib support tie-rod configuration Download PDFInfo
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- CN204676407U CN204676407U CN201520181119.3U CN201520181119U CN204676407U CN 204676407 U CN204676407 U CN 204676407U CN 201520181119 U CN201520181119 U CN 201520181119U CN 204676407 U CN204676407 U CN 204676407U
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Abstract
A kind of three arch rib support tie-rod configuration, at least comprise middle arched girder, limit arched girder, channel-section steel plate, angle steel block, pier support, six or four formula beams and limit binder; Described middle arched girder is arranged in the middle of the arched girder of both sides; Described limit arched girder is arranged on binder upper end, limit and is close to limit binder; Described limit binder is arranged on arched girder and channel-section steel plate centre position, and limit binder soffit and channel-section steel plate compact siro spinning technology; Described channel-section steel plate is arranged on limit binder and connects with six or four formula beams in the middle of formula beams with six or four; Described six or four formula beams are arranged on inside two angle steel blocks; Described angle steel block is arranged on pier pedestal upper end and is connected with pier support; Described pier Bracket setting is in six or four formula beam lower ends and weld with six or four formula beam lower ends; This three arch rib support tie-rod configuration, effectively ensures construction precision requirement, saves time simultaneously, reduce costs, concrete and prestressed construction technology specific aim are comparatively strong, improve workmanship, practical, are applicable to promoting the use of.
Description
Technical field
The utility model relates to supporting bridge technical field, especially a kind of three arch rib support tie-rod configuration.
Background technology
Along with the fast development of bridge cause, the load of bridge and security requirement are improved constantly, three transverse girder between arch rib systems are also widely used, and in a lot of construction, bridge site district hypsography is comparatively large, ground soil property is based on sand, the long-term water level in river course is higher, the water surface is wide comparatively large, and discharge is enriched, and has flood discharge requirement flood season.In the concrete cast-in-place process of binder, there are some difficult points, one is that binder is longer, and the disposable groundwater increment of concrete is larger; Two is that base plate is wider, and concrete is difficult to arrive in the middle part of base plate; Three is that web reinforcement, bellows are closeer, when not damaging bellows, by closely knit for concrete vibrating more difficult; Four are that bellows is three dimensional change and reserved outlet is more, and its coordinate is difficult to control; In addition, crossbeam presstressed reinforcing steel is W shape, and steel hinge line lashing and stretch-draw are not easily implemented, and suspension rod high tensile steel wire is more, very easily fracture of wire during stretch-draw, and therefore, for the problems referred to above, we propose a kind of three arch ribs support tie-rod configuration.
Utility model content
Prior art can not meet the needs of people, for making up prior art deficiency, the utility model aims to provide the requirement of a kind of effectively guarantee construction precision, save time simultaneously, reduce costs, concrete and prestressed construction technology specific aim are comparatively strong, improve workmanship, three practical arch rib support tie-rod configuration.
For achieving the above object, the utility model by the following technical solutions: a kind of three arch rib support tie-rod configuration, at least comprise middle arched girder, limit arched girder, channel-section steel plate, angle steel block, pier support, six or four formula beams and limit binder; Described middle arched girder is arranged in the middle of the arched girder of both sides; Described limit arched girder is arranged on binder upper end, limit and is close to limit binder; Described limit binder is arranged on arched girder and channel-section steel plate centre position, and limit binder soffit and channel-section steel plate compact siro spinning technology; Described channel-section steel plate is arranged on limit binder and connects with six or four formula beams in the middle of formula beams with six or four; Described six or four formula beams are arranged on inside two angle steel blocks; Described angle steel block is arranged on pier pedestal upper end and is connected with pier support; Described pier Bracket setting is in six or four formula beam lower ends and weld with six or four formula beam lower ends;
As optimisation technique scheme of the present utility model: described six or four formula beam inside are made up of standard trigonometric sum standard chord member, play a supportive role; Be provided with limit binder between described channel-section steel plate and arched girder, and in junction, bellows be installed.
Compared with prior art, the beneficial effects of the utility model are: the elongated making of bellows, avoid joint spillage blocking pipe, bellows coordinate adopts spacing network control system, spacing net is established together every 50 meters, and weld with main muscle, for the correct of its position can be ensured, binder and end, interior crossbeam intersection bellows, stand well at side form and install, friction resistance test is carried out before steel hinge line stretch-draw, determine stretching force and stretch value, during hole path pressure grouting, cement paste is mixed aluminium powder in proportion and is made expansion agent, guarantee mud jacking is closely knit, suspension rod steel tendon is worn straight down from vault, baffle plate is added at the bottom of binder, ensure that steel tendon two ends are concordant, anchor slab is rotated before suspender tension, to determine that steel tendon is with or without overall torsional deflection, in the river having flood discharge requirement, with powder spray piling, compaction pile does basis, spanning formula is adopted to support cast-in-place binder concrete, construction precision requirement can be ensured, also can save time simultaneously, reduce costs, in addition, concrete and prestressed construction technology specific aim stronger, effectively ensure that workmanship, be applicable to promoting the use of.
Accompanying drawing explanation
Fig. 1 is the utility model overall structure schematic diagram;
Fig. 2 is the utility model local arched girder enlarged drawing;
Wherein: 1, middle arched girder, 2, limit arched girder, 3, channel-section steel plate, 4, angle steel block, 5, pier support, 6,64 formula beams, 7, limit binder.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the utility model embodiment, be clearly and completely described the technical scheme in the utility model embodiment, obviously, described embodiment is only the utility model part embodiment, instead of whole embodiments.Based on the embodiment in the utility model, those of ordinary skill in the art are not making other embodiments all obtained under creative work prerequisite, all belong to the scope of the utility model protection.
Refer to Fig. 1 ~ 2, in the utility model embodiment, a kind of three arch rib support tie-rod configuration, at least comprise middle arched girder 1, limit arched girder 2, channel-section steel plate 3, angle steel block 4, pier support 5,64 formula beam 6 and limit binder 7; Described middle arched girder 1 is arranged in the middle of both sides arched girder 2; Described limit arched girder 2 is arranged on limit binder 7 upper end and is close to limit binder 7; Described limit binder 7 is arranged on arched girder and channel-section steel plate 3 centre position, and limit binder 7 soffit and channel-section steel plate 3 compact siro spinning technology; Described channel-section steel plate 3 is arranged on limit binder 7 and connects with six or four formula beams 6 in the middle of formula beams 6 with six or four; Described six or four formula beams 6 are arranged on inside two angle steel blocks 4; Described angle steel block 4 is arranged on pier support 5 upper end and is connected with pier support 5; Described pier support 5 is arranged on six or four formula beam 6 lower ends and welds with six or four formula beam 6 lower ends.
As optimisation technique scheme of the present utility model: described six or four formula beam 6 inside are made up of standard trigonometric sum standard chord member, play a supportive role; Be provided with limit binder 7 between described channel-section steel plate 3 and arched girder, and in junction, bellows be installed.
As construction precautions of the present utility model: when setting up binder support, should strictly control support absolute altitude, position, verticality and spacing, build for binder and entirely lay a solid foundation across straddle truck traveling, before formal construction, precompressed must be carried out to support; Must adopt an effective measure during constructing tie beam, ensure that the position of each built-in fitting is accurate, in order to avoid excessive the causing of assembled time error is done over again; The concrete slump of strict control binder and coarse aggregate diameter, ensure the compactness of binder underplate concrete; Lifting component location wants accurately, to ensure linear to greatest extent; The wet connection of seam bellows of interior crossbeam is smoother, tight, mortar leakage prevention plugging, and arch rib seam suspension rod duct of wetting will keep vertical and align with binder preformed hole; Tensioning equipment must carry out supporting demarcation before use, must not use with during stretch-draw; With Shu Gangsi should within the scope of same temperature, same time blanking, during blanking, length relative difference will control within three one thousandths, steel wire section will with steel wire axes normal, with ensure the steel wire of heading quality different time blanking by suspension rod numbering stack respectively.
To those skilled in the art, obvious the utility model is not limited to the details of above-mentioned one exemplary embodiment, and when not deviating from spirit of the present utility model or essential characteristic, can realize the utility model in other specific forms.Therefore, no matter from which point, all should embodiment be regarded as exemplary, and be nonrestrictive, scope of the present utility model is limited by claims instead of above-mentioned explanation, and all changes be therefore intended in the implication of the equivalency by dropping on claim and scope are included in the utility model.Any Reference numeral in claim should be considered as the claim involved by limiting.
The above; be only preferred embodiment of the present utility model; not in order to limit the utility model, every above embodiment is done according to technical spirit of the present utility model any trickle amendment, equivalently replace and improve, within the protection domain that all should be included in technical solutions of the utility model.
Claims (3)
1. three arch rib support tie-rod configuration, at least comprise middle arched girder (1), limit arched girder (2), channel-section steel plate (3), angle steel block (4), pier support (5), six or four formula beams (6) and limit binder (7); It is characterized in that: described middle arched girder (1) is arranged in the middle of both sides arched girder (2); Described limit arched girder (2) is arranged on limit binder (7) upper end and is close to limit binder (7); Described limit binder (7) is arranged on arched girder and channel-section steel plate (3) centre position, and limit binder (7) soffit and channel-section steel plate (3) compact siro spinning technology; Described channel-section steel plate (3) is arranged on limit binder (7) and connects with six or four formula beams (6) in the middle of formula beams (6) with six or four; Described six or four formula beams (6) are arranged on two angle steel block (4) inner sides; Described angle steel block (4) is arranged on pier support (5) upper end and is connected with pier support (5); Described pier support (5) is arranged on six or four formula beam (6) lower ends and welds with six or four formula beam (6) lower ends.
2. a kind of three arch rib support tie-rod configuration according to claim 1, is characterized in that: described six or four formula beam (6) inside are made up of standard trigonometric sum standard chord member, play a supportive role.
3. a kind of three arch rib support tie-rod configuration according to claim 1, is characterized in that: be provided with limit binder (7) between described channel-section steel plate (3) and arched girder, and be provided with bellows in junction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520181119.3U CN204676407U (en) | 2015-03-23 | 2015-03-23 | A kind of three arch rib support tie-rod configuration |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520181119.3U CN204676407U (en) | 2015-03-23 | 2015-03-23 | A kind of three arch rib support tie-rod configuration |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN204676407U true CN204676407U (en) | 2015-09-30 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201520181119.3U Expired - Fee Related CN204676407U (en) | 2015-03-23 | 2015-03-23 | A kind of three arch rib support tie-rod configuration |
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| Country | Link |
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| CN (1) | CN204676407U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109137747A (en) * | 2018-10-22 | 2019-01-04 | 中铁大桥局集团有限公司 | A kind of flexible suspension for long-span arch bridge main girder construction |
| CN111636289A (en) * | 2020-05-20 | 2020-09-08 | 广西大学 | Novel steel pipe concrete arch bridge and construction method thereof |
-
2015
- 2015-03-23 CN CN201520181119.3U patent/CN204676407U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109137747A (en) * | 2018-10-22 | 2019-01-04 | 中铁大桥局集团有限公司 | A kind of flexible suspension for long-span arch bridge main girder construction |
| CN109137747B (en) * | 2018-10-22 | 2023-09-26 | 中铁大桥局集团有限公司 | Elastic hanging bracket for large-span arch bridge girder construction |
| CN111636289A (en) * | 2020-05-20 | 2020-09-08 | 广西大学 | Novel steel pipe concrete arch bridge and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150930 Termination date: 20160323 |
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| CF01 | Termination of patent right due to non-payment of annual fee |