CN202945545U - Bridge steel box main beam double-pull type cable anchoring structure - Google Patents
Bridge steel box main beam double-pull type cable anchoring structure Download PDFInfo
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- CN202945545U CN202945545U CN 201220618796 CN201220618796U CN202945545U CN 202945545 U CN202945545 U CN 202945545U CN 201220618796 CN201220618796 CN 201220618796 CN 201220618796 U CN201220618796 U CN 201220618796U CN 202945545 U CN202945545 U CN 202945545U
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Abstract
The utility model discloses a bridge steel box main beam double-pull type cable anchoring structure which comprises a steel box main beam mainly composed of a top board, a side board, a side longitudinal web, a bottom board and a transverse partition board. The bridge steel box main beam double-pull type cable anchoring structure is characterized by further comprising an anchoring box used for enabling stay cable force to be transmitted to the steel box main beam, a cable sleeve of the anchoring box penetrates through the top board, the box body of the anchoring box is placed inside the steel box main beam, and two sides of the box body of the anchoring box are respectively and fixedly connected with the side board and the side longitudinal web. The bridge steel box main beam double-pull type cable anchoring structure improves stress safety, force transmission reliability and anti-fatigue performance of the cable anchoring structure of the steel box main beam, and well resolves that problem that an current common cable anchoring structure has stress concentration, and oversize even transfinite local stress and fatigue stress amplitude.
Description
Technical field
The utility model relates to the bridge construction technical field, is specifically related to the two formula cable beam anchoring structures of choosing of a kind of bridge steel box girder.
Technical background
The syndeton (being cable beam anchoring structure) of the suspension cable of steel case girder cable stayed bridge and steel girder as the structure of directly bearing and transmit stay cable force, is one of steel case beam the most key and the most complicated stressed zone.
According to form of structure, the cable beam anchoring structure of steel case girder generally is divided into otic placode formula, anchor arm-tie and anchor case three classes.Otic placode formula anchor structure is to protrude upward an otic placode C at the vertical web in the limit of girder, and drag-line D is anchored on otic placode, adopts the pin hinge connection mode, and Suo Li is directly passed to the web E of girder by otic placode C, as shown in Figure 1.
The anchor drawplate type anchor structure generally is made of the stiffener of anchor plate, anchor trombone slide and anchor arm-tie and both sides thereof, the anchor drawplate type anchor structure is generally by two kinds of ways: a kind of is the anchor arm-tie is direct and steel bridge deck welding (with limit median ventral plate center-aligned), the 2nd, the anchor arm-tie passes steel bridge deck, it directly is connected with the vertical web in limit, and Suo Li passes to web and the panel of girder by the anchor arm-tie.
The box anchor structure of anchor is to indulge web outside by suspension cable direction weld anchor case on the limit of case beam, and base plate, stiffener and stiffening rib that the anchor case leaves circular hole by bearing plate, centre consist of, and Suo Li passes through the anchor case to the vertical web transmission in case beam limit.
Otic placode formula anchor structure is that Suo Li is directly passed to the vertical web in limit by otic placode, the vertical web in limit and otic placode are stressed larger, particularly the otic placode pin-and-hole produces huge local stress and Fatigue Stress Amplitude under the extruding of bearing pin, and its static strength and fatigue strength are difficult for meeting design requirement.The anchor drawplate type anchor structure is by the anchor pulling plate structure, Suo Li to be passed to the vertical web in limit, the vertical web in limit and anchor arm-tie are all stressed larger, the fillet place of anchor arm-tie and bridge deck weld, anchor arm-tie and anchor trombone slide commissure, the perforate of anchor arm-tie particularly, its stress is concentrated with fatigue problem all very outstanding, often controls design.The box anchor structure of anchor is cut Jiang Suoli by the weld seam of the vertical web in anchor case and limit to pass to the vertical web in limit, and attachment weld place local stress, fatigue stress good fortune and the local distortion of the vertical web in anchor case and limit are all larger.
The cable beam anchoring structure of aforementioned three kinds of steel case girders has a common ground: after powerful stay cable force directly puts on otic placode, anchor arm-tie or anchor case, be connected by otic placode, the anchor arm-tie single face with the vertical web in limit again, or anchor case and limit are indulged the one-sided weld seam of web and are transmitted and disperse Suo Li.Just due to the characteristics of above-mentioned one-sided or single face power transmission, local distortion, dead-load stress and the Fatigue Stress Amplitude of the vertical web in the limit of anchor structure and steel case girder are all larger, one of design difficulty of cable stayed bridge often, particularly greatly across cable stayed bridge, with the heavily loaded cable stayed bridge of current railroad train or highway vehicle, problem is particularly outstanding.
The utility model content
The purpose of this utility model is for above-mentioned technical problem, and a kind of structure stress safety, the two formula cable beam anchoring structures of choosing of power transmission is reliable, anti-fatigue performance is superior bridge steel box girder are provided.
For realizing this purpose, the two formula cable beam anchoring structures of choosing of bridge steel box girder that the utility model is designed, comprise the steel case girder that is mainly consisted of by top board, side plate, the vertical web in limit, base plate and diaphragm, it is characterized in that: it also comprises for the anchor case that stay cable force is passed to steel case girder, the drag-line sleeve of described anchor case runs through top board, the casing of anchor case is positioned at steel case girder, and the casing both sides of anchor case are fixedly connected with respectively the vertical web of side plate and limit.
Described anchor case comprises anchor plate, bearing plate, apart transverse support plates, a plurality of longitudinal supporting plate, passes the drag-line sleeve of top board, described drag-line sleeve stretches into the part of steel case girder for embedding section, the bottom of described embedding section is bearing plate fixedly, the bottom surface mooring anchor backing plate of bearing plate, embed on section and also be fixed with a plurality of longitudinal supporting plates, the base of described each longitudinal supporting plate all is fixedly connected with bearing plate, the top of Far Left and rightmost longitudinal supporting plate all is fixed with apart transverse support plates, is fixed with the first stiffener between described apart transverse support plates and bearing plate; The both sides of described bearing plate are fixedly connected with respectively the vertical web of side plate and limit, and the both sides of described longitudinal supporting plate also are fixedly connected with respectively the vertical web in side plate and limit.
Fix the second stiffener between described Far Left and rightmost longitudinal supporting plate.
Be provided with the sleeve stiffener between described drag-line sleeve and top board.
The vertical web of fixed edge between the middle part of described top board and the middle part of base plate, fixing side plate between a side of top board and a side of base plate, fixing diaphragm between the opposite side of top board and the opposite side of base plate.
The bottom surface of described top board opposite side is provided with the T-shaped stiffening rib of top board, and the end face of base plate opposite side is provided with the T-shaped stiffening rib of base plate.
Be fixed with the 3rd stiffener between the vertical web in the bottom surface of described top board opposite side and limit.
One side of the vertical web in described limit is the stationary plane of bearing plate and longitudinal supporting plate, the opposite side of the vertical web in limit is provided with a plurality of limit web bar shaped stiffening ribs, described all limit web bar shaped stiffening ribs layout that is parallel to each other is equipped with the bayonet socket that coordinates with limit web bar shaped stiffening rib on described diaphragm and the 3rd stiffener.
Described apart transverse support plates both sides are fixedly connected with respectively the vertical web of side plate and limit.
The utility model puts on anchor plate with Suo Li with area load by Stay Cable Anchors, anchor plate is delivered to bearing plate with face pressurized form with Suo Li, bearing plate is passed to apart transverse support plates, longitudinal supporting plate, the first stiffener and the second stiffener again, and the shearing of the melt-through weld by anchor case and steel case girder side plate, the vertical web in limit is stressed at last is delivered to Suo Li the vertical web of side plate and limit and then is diffused into whole steel case girder.The mode of transfer force that said structure brings has improved stressed safety, power transmission reliability and the fatigue resistance of the cable beam anchoring structure of steel case girder.The fine stress that has overcome cable beam anchoring structure at present commonly used is concentrated, local stress and the Fatigue Stress Amplitude excessive problem that even transfinites.
Description of drawings
Fig. 1 is the schematic diagram of existing otic placode formula cable beam anchoring structure;
Fig. 2 is the structural representation of removing the side plate part in the utility model;
Fig. 3 is the structural representation on an anchor case direction partly in the utility model;
Fig. 4 is the structural representation on anchor case another direction partly in the utility model;
Fig. 5 is structural representation of the present utility model;
Fig. 6 is the structural representation that in the utility model, steel case girder is connected with the anchor case;
Fig. 7 is the structural representation of the utility model assembling flow path one;
Fig. 8 is the structural representation of the utility model assembling flow path two;
Fig. 9 is the structural representation of the utility model assembling flow path three;
Figure 10 is the structural representation of the utility model assembling flow path four;
Figure 11 is the structural representation of the utility model assembling flow path five;
Wherein, 1-top board, 2-side plate, the vertical web in 3-limit, 4-diaphragm, 5-anchor plate, 6-bearing plate, 7-apart transverse support plates, 8-longitudinal supporting plate, 9-drag-line sleeve, the 10-the first stiffener, the 11-the second stiffener, 12-sleeve stiffener, 13-base plate, the T-shaped stiffening rib of 14-top board, the T-shaped stiffening rib of 15-base plate, the 16-the three stiffener, 17-limit web bar shaped stiffening rib, 18-bayonet socket, A-steel case girder, B-anchor case, C-otic placode, D-drag-line, E-web.
The specific embodiment
The utility model is described in further detail below in conjunction with drawings and Examples:
The two formula cable beam anchoring structures of choosing of bridge steel box girder as shown in Fig. 2 ~ 6, comprise the steel case girder A that is mainly consisted of by top board 1, side plate 2, the vertical web 3 in limit, base plate 13 and diaphragm 4, it also comprises for the anchor case B that stay cable force is passed to steel case girder A, the drag-line sleeve 9 of described anchor case B runs through top board 1, the casing of anchor case B is positioned at steel case girder A, and the casing both sides of anchor case B respectively with vertical web 3 welding of side plate 2 and limit.
in technique scheme, anchor case B comprises anchor plate 5, bearing plate 6, apart transverse support plates 7, a plurality of longitudinal supporting plates 8, pass the drag-line sleeve 9 of top board 1, drag-line sleeve 9 stretches into the part of steel case girder A for embedding section, the bottom of embedding section is bearing plate 6 fixedly, the bottom surface weld anchor backing plate 5 of bearing plate 6, embed on section and also be welded with a plurality of longitudinal supporting plates 8, all weld with bearing plate 6 on the base of each longitudinal supporting plate 8, the top of Far Left and rightmost longitudinal supporting plate 8 all is welded with apart transverse support plates 7, be welded with the first stiffener 10 between apart transverse support plates 7 and bearing plate 6, weld with the vertical web 3 of side plate 2 and limit respectively the both sides of bearing plate 6, and also weld with the vertical web 3 of side plate 2 and limit respectively the both sides of longitudinal supporting plate 8.Weld with the vertical web 3 of side plate 2 and limit respectively apart transverse support plates 7 both sides.By the weld seam between the vertical web 3 of weld seam, apart transverse support plates 7 and side plate 2 and limit between the vertical web 3 of weld seam, longitudinal supporting plate 8 and side plate 2 and limit between bearing plate 6 and the vertical web 3 of side plate 2 and limit, powerful stay cable force is delivered to rapidly the vertical web 3 of side plate 2 and limit of steel case girder A and then is diffused into whole steel case girder A in said structure.Above-mentioned anchor case B both sides are welded in the vertical web 3 of side plate 2 and limit of steel case girder A, form of structure by two side weld power transmissions, show as and two choose the formula structure, but not the one-sided power transmission of traditional steel anchor box is cantilever structure, can significantly improve so the stressed safety of cable beam anchoring structure.
In technique scheme, fix the second stiffener 11 between Far Left and rightmost longitudinal supporting plate 8.The second stiffener 11 is used for improving the supporting capacity of anchor case B.
In technique scheme, be provided with sleeve stiffener 12 between drag-line sleeve 9 and top board 1.Sleeve stiffener 12 is used for improving the bonding strength between drag-line sleeve 9 and top board 1.
In technique scheme, the vertical web 3 of fixed edge between the middle part of the middle part of top board 1 and base plate 13, fixing side plate 2 between a side of top board 1 and a side of base plate 13, fixing diaphragm 4 between the opposite side of the opposite side of top board 1 and base plate 13.This base plate 13 is inclined bottom plate.In in said structure, side plate 2, the vertical web 3 in limit, top board 1 and inclined bottom plate seal also, the weldering steel anchor box consists of the tuyere assembly, and the crucial force structure of common conduct doubles as tuyere simultaneously to improve the aerodynamic characteristic of steel case girder A.
In technique scheme, the bottom surface of top board 1 opposite side is provided with the T-shaped stiffening rib 14 of top board, and the end face of base plate 13 opposite sides is provided with the T-shaped stiffening rib 15 of base plate.T-shaped stiffening rib is used for improving the intensity of top board 1 and base plate 13.
In technique scheme, be fixed with the 3rd stiffener 16 between the vertical web 3 in the bottom surface of described top board 1 opposite side and limit.The 3rd stiffener 16 is used for the vertical web 3 of opposite side and carries out the eccentric bending moment effect that the vertical web 3 in limit is born in reinforcement.
In technique scheme, one side of the vertical web 3 in limit is the stationary plane of bearing plate 6 and longitudinal supporting plate 8, the opposite side of the vertical web 3 in limit is provided with a plurality of limit web bar shaped stiffening ribs 17, all limit web bar shaped stiffening ribs 17 layout that is parallel to each other is equipped with the bayonet socket 18 that coordinates with limit web bar shaped stiffening rib 17 on diaphragm 4 and the 3rd stiffener 16.Limit web bar shaped stiffening rib 17 is used for further strengthening the intensity of whole steel case girder A.
The said structure design, make two local distortion, dead-load stress and Fatigue Stress Amplitude that formula Suo Liang steel anchor box can significantly reduce the cable-girder anchorage zone under powerful stay cable force effect of choosing, the structure power transmission is reliable, stressed safety, fatigue behaviour is superior, simultaneously take the inclined bottom plate of side plate 2, the vertical web 3 in limit, certain width and top board 1 and relevant stiffening rib spelling and in the tuyere assembly that consists of of weldering steel anchor box as unit piece, adopt better welding assembly flow process according to design feature, also can fine assurance welding, make the quality of processing and plates assembled.
The utility model has been carried out based on the local Stress Analysis of finite element and fatigue strength inspection calculation and has been studied based on the fatigue behaviour of fatigue loading model testing, to prove two stressed safety and fatigue behaviour reliabilities of choosing formula rope joist steel anchor box structure.Following table 1 has been listed two formula steel anchor boxes of choosing and has been calculated result based on local Stress Analysis and the fatigue strength inspection of finite element.
Table 1 pair is chosen the formula steel anchor box and is calculated result based on local Stress Analysis and the fatigue strength inspection of finite element
By table as seen, two overall dead-load stress and Fatigue Stress Amplitude of choosing formula Suo Liang steel anchor box are all not high, and it is comparatively reasonable that stress is given prominence to the numerical value at position, all satisfies code requirement.
The fatigue loading model testing also show two choose formula steel anchor box reasonable stress safety, fatigue behaviour is good.
choose the construction features of formula Suo Liang steel anchor box and create conditions according to two, its assembling and welding process flow suggestion are as follows: first integral body is made steel anchor box (part plate piecemeal or rear dress), then with side plate, web is indulged on the limit, the become a common practice covering of nozzle assembly of the inclined bottom plate of certain width and relevant stiffening rib spelling, the steel anchor box that to assemble again hangs in the tuyere inner chamber to carry out assembly unit and tuyere assembly residue plate (as the diaphragm of tuyere scope and top board etc.) is installed, after factory completes manufacturing tuyere assembly, Automobile Transportation to bridge location factory and steel case girder residue assembly is assembled into steel box girder segment.The tuyere assembly of interior weldering Suo Liang steel anchor box is one of steel case beam critical component of controlling design, and it is turning in factory realizes downhand welding (accommodation weldering), thereby the quality of welding, manufacturing and spelling all can obtain fine assurance.
Assembling flow path of the present utility model is, flow process one: make as shown in Figure 7, assemble steel case girder A(and do not contain anchor case B place chamber back of the body tower side diaphragm 4 and top board 1); Flow process two: integral body is made anchor case B as shown in Figure 8, and anchor plate 5, bearing plate 6, a plurality of longitudinal supporting plate 8 and each stiffener are welded into integral body on the platform of special use; Flow process three: in the steel case girder A that as shown in Figure 9 anchor case B packed into, and the both sides of bearing plate 6 are welded with the vertical web 3 of side plate 2 and limit respectively, also weld with the vertical web 3 of side plate 2 and limit respectively the both sides of longitudinal supporting plate 8; Flow process four: apart transverse support plates 7 is installed on anchor case B as Figure 10, and with apart transverse support plates 7 both sides respectively with vertical web 3 welding of side plate 2 and limit; Flow process five: top board 1 and anchor case B place chamber back of the body tower side diaphragm 4, splicing drag-line sleeve 9 and sleeve stiffener 12 are installed as Figure 11.
The content that this manual is not described in detail belongs to the known prior art of this area professional and technical personnel.
Claims (9)
1. two formula cable beam anchoring structures of choosing of a bridge steel box girder, comprise the steel case girder (A) that is mainly consisted of by top board (1), side plate (2), the vertical web (3) in limit, base plate (13) and diaphragm (4), it is characterized in that: it also comprises for the anchor case (B) that stay cable force is passed to steel case girder (A), the drag-line sleeve (9) of described anchor case (B) runs through top board (1), the casing of anchor case (B) is positioned at steel case girder (A), and the casing both sides of anchor case (B) are fixedly connected with respectively the vertical web (3) of side plate (2) and limit.
2. two formula cable beam anchoring structures of choosing of bridge steel box girder according to claim 1, it is characterized in that: described anchor case (B) comprises anchor plate (5), bearing plate (6), apart transverse support plates (7), a plurality of longitudinal supporting plates (8), pass the drag-line sleeve (9) of top board (1), described drag-line sleeve (9) stretches into the part of steel case girder (A) for embedding section, the bottom of described embedding section is bearing plate (6) fixedly, the bottom surface mooring anchor backing plate (5) of bearing plate (6), embed on section and also be fixed with a plurality of longitudinal supporting plates (8), the base of described each longitudinal supporting plate (8) all is fixedly connected with bearing plate (6), the top of Far Left and rightmost longitudinal supporting plate (8) all is fixed with apart transverse support plates (7), be fixed with the first stiffener (10) between described apart transverse support plates (7) and bearing plate (6), the both sides of described bearing plate (6) are fixedly connected with respectively the vertical web (3) of side plate (2) and limit, and the both sides of described longitudinal supporting plate (8) also are fixedly connected with respectively the vertical web (3) of side plate (2) and limit.
3. bridge steel box girder according to claim 2 is two chooses the formula cable beam anchoring structure, it is characterized in that: fix the second stiffener (11) between described Far Left and rightmost longitudinal supporting plate (8).
4. according to claim 2 or 3 described bridge steel box girders are two chooses the formula cable beam anchoring structure, it is characterized in that: be provided with sleeve stiffener (12) between described drag-line sleeve (9) and top board (1).
5. two formula cable beam anchoring structures of choosing of according to claim 2 or 3 described bridge steel box girders, it is characterized in that: the vertical web (3) of fixed edge between the middle part of the middle part of described top board (1) and base plate (13), fixing side plate (2) between one side of one side of top board (1) and base plate (13), fixing diaphragm (4) between the opposite side of the opposite side of top board (1) and base plate (13).
6. two formula cable beam anchoring structures of choosing of bridge steel box girder according to claim 5, it is characterized in that: the bottom surface of described top board (1) opposite side is provided with the T-shaped stiffening rib of top board (14), and the end face of base plate (13) opposite side is provided with the T-shaped stiffening rib of base plate (15).
7. bridge steel box girder according to claim 5 is two chooses the formula cable beam anchoring structure, it is characterized in that: be fixed with the 3rd stiffener (16) between the vertical web (3) in the bottom surface of described top board (1) opposite side and limit.
8. two formula cable beam anchoring structures of choosing of bridge steel box girder according to claim 7, it is characterized in that: the side that web (3) is indulged on described limit is the stationary plane of bearing plate (6) and longitudinal supporting plate (8), the opposite side that web (3) is indulged on the limit is provided with a plurality of limit web bar shaped stiffening ribs (17), described all limit web bar shaped stiffening ribs (17) layout that is parallel to each other is equipped with the bayonet socket (18) that coordinates with limit web bar shaped stiffening rib (17) on described diaphragm (4) and the 3rd stiffener (16).
9. bridge steel box girder according to claim 2 is two chooses the formula cable beam anchoring structure, it is characterized in that: described apart transverse support plates (7) both sides are fixedly connected with respectively side plate (2) and web (3) is indulged on the limit.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220618796 CN202945545U (en) | 2012-11-21 | 2012-11-21 | Bridge steel box main beam double-pull type cable anchoring structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220618796 CN202945545U (en) | 2012-11-21 | 2012-11-21 | Bridge steel box main beam double-pull type cable anchoring structure |
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| Publication Number | Publication Date |
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| CN202945545U true CN202945545U (en) | 2013-05-22 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220618796 Withdrawn - After Issue CN202945545U (en) | 2012-11-21 | 2012-11-21 | Bridge steel box main beam double-pull type cable anchoring structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102912721A (en) * | 2012-11-21 | 2013-02-06 | 中铁第四勘察设计院集团有限公司 | Double-outrigger type cable beam anchoring structure of bridge steel box girder |
| CN103643634A (en) * | 2013-12-25 | 2014-03-19 | 招商局重庆交通科研设计院有限公司 | Anchoring structure for arch spring of concrete-filled steel tube arch bridge |
| CN104562918A (en) * | 2014-12-31 | 2015-04-29 | 中铁建设集团有限公司 | Self-anchored suspension bridge anchor span cast-in-place concrete box beam and construction method thereof |
| CN106049279A (en) * | 2016-07-27 | 2016-10-26 | 上海市城市建设设计研究总院 | Cable anchor structure in steel box girder |
-
2012
- 2012-11-21 CN CN 201220618796 patent/CN202945545U/en not_active Withdrawn - After Issue
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102912721A (en) * | 2012-11-21 | 2013-02-06 | 中铁第四勘察设计院集团有限公司 | Double-outrigger type cable beam anchoring structure of bridge steel box girder |
| CN102912721B (en) * | 2012-11-21 | 2014-11-12 | 中铁第四勘察设计院集团有限公司 | Double-outrigger type cable beam anchoring structure of bridge steel box girder |
| CN103643634A (en) * | 2013-12-25 | 2014-03-19 | 招商局重庆交通科研设计院有限公司 | Anchoring structure for arch spring of concrete-filled steel tube arch bridge |
| CN103643634B (en) * | 2013-12-25 | 2016-04-06 | 招商局重庆交通科研设计院有限公司 | Concrete-filled steel tubes arch bridge arch springing anchor structure |
| CN104562918A (en) * | 2014-12-31 | 2015-04-29 | 中铁建设集团有限公司 | Self-anchored suspension bridge anchor span cast-in-place concrete box beam and construction method thereof |
| CN104562918B (en) * | 2014-12-31 | 2017-02-01 | 中铁建设集团有限公司 | Self-anchored suspension bridge anchor span cast-in-place concrete box beam and construction method thereof |
| CN106049279A (en) * | 2016-07-27 | 2016-10-26 | 上海市城市建设设计研究总院 | Cable anchor structure in steel box girder |
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|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20130522 Effective date of abandoning: 20141112 |
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| RGAV | Abandon patent right to avoid regrant |