CN204252018U - Pressure bearing-type anchor tie plate structure cut by bridge steel girder - Google Patents
Pressure bearing-type anchor tie plate structure cut by bridge steel girder Download PDFInfo
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- CN204252018U CN204252018U CN201420720232.XU CN201420720232U CN204252018U CN 204252018 U CN204252018 U CN 204252018U CN 201420720232 U CN201420720232 U CN 201420720232U CN 204252018 U CN204252018 U CN 204252018U
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Abstract
The utility model belongs to bridge construction technical field, is specifically related to a kind of bridge steel girder and cuts pressure bearing-type anchor tie plate structure.It comprises anchor tie plate, described anchor tie plate top has the wide notch in narrow lower end, upper end, the embedded anchor trombone slide in described notch top, plate washer, bottom welding anchor plate in described anchor trombone slide welded top, be provided with upper bush above described upper plate washer, upper bush is coaxial with anchor trombone slide, and described anchor tie plate comprises two pieces of upper anchor tie plate and one piece of lower anchor tie plate, described anchor trombone slide lower external face is welded with bearing plate, and described bearing plate and anchor plate keep at a certain distance away and be parallel to each other.The utility model increases the force path of structure by arranging bearing plate, structure stress safety, power transmission is reliable, anti-fatigue performance is superior, can overcome very well anchor structure stress concentrate, local distortion, fatigue crack problem, guarantee stressed safety and the application life of structure.
Description
Technical field
The utility model belongs to bridge construction technical field, is specifically related to a kind of bridge steel girder and cuts pressure bearing-type anchor tie plate structure.
Background technology
The suspension cable of girder steel cable stayed bridge and girder steel syndeton and cable beam anchoring structure, it is as the structure directly bearing and transmit stay cable force, is the most key and one of the most complicated stressed region of cable stayed bridge.
At present, the cable beam anchoring structure schematic diagram of anchor tie plate class as shown in Figure 1, stiffener 9 primarily of anchor tie plate 1, anchor trombone slide 4 and anchor plate 5 and both sides thereof is formed, anchoring process between itself and steel girder generally has two kinds of ways, a kind of is directly welded with the bridge deck 14 of steel girder (aliging with vertical web 13 center) by anchor tie plate 1, two is that anchor tie plate 1 is through bridge deck 14, make it directly be connected with vertical web 13, the Suo Li of these two kinds of way suspension cables is vertical web 13 and the bridge deck 14 of being passed to girder by anchor tie plate 1.But this Suo Li is directly passed to the single mode of transfer force of vertical web by anchor tie plate structure, vertical web and anchor tie plate stressed all comparatively large, all easily there is the problems such as stress is concentrated, local distortion, fatigue crack in the upper fillet place of particularly anchor tie plate and bridge deck weld, anchor tie plate and anchor trombone slide commissure and anchor tie plate perforate.
Utility model content
The purpose of this utility model is exactly the deficiency existed to solve above-mentioned background technology, provides a kind of stressed safety, power transmission is reliable, bridge steel girder that anti-fatigue performance is superior cuts pressure bearing-type anchor tie plate structure.
The technical solution adopted in the utility model is: pressure bearing-type anchor tie plate structure cut by a kind of bridge steel girder, comprise the anchor tie plate being arranged on steel girder top, described anchor tie plate top has the wide notch in narrow lower end, upper end, the embedded anchor trombone slide in described notch top, plate washer in described anchor trombone slide welded top, bottom welding anchor plate, described upper plate washer is parallel with anchor plate and all perpendicular to anchor trombone slide axis, upper bush is provided with above described upper plate washer, described upper bush is coaxial with described anchor trombone slide, the position that described anchor trombone slide external surface is positioned at notch lower end is welded with bearing plate, described bearing plate and anchor plate keep at a certain distance away and are parallel to each other.
Further, described anchor tie plate comprises anchor tie plate and lower anchor tie plate, and the splicing welding joint between described upper anchor tie plate and lower anchor tie plate is perpendicular to anchor trombone slide axis, and the vertical web of described lower anchor tie plate and steel girder is structure as a whole.
Further, the connecting portion of described upper anchor tie plate and lower anchor tie plate is provided with the stiffening rib of tabular, and described stiffening rib is perpendicular to upper anchor tie plate and lower anchor tie plate, and described stiffening rib is arranged along direction, anchor trombone slide axis, and stiffening rib top is welded with bearing plate soffit.
Further, described upper anchor tie plate lower surface is provided with stiffening plate, and the upper anchor tie plate welding of described stiffening plate laminating, described stiffening plate base is welded with bearing plate upper surface.
Further, the both sides of the edge profile of described lower anchor tie plate and vertical web junction is round and smooth arc-shaped transition curve.By the both sides of the edge grinding homogeneity of the connecting portion of vertical web and lower anchor tie plate, form round and smooth arc-shaped transition curve, greatly can reduce the stress mutation phenomenon because attachment weld stress is concentrated and cross section changes, realize the smooth-going transmission of stress.
Further, described splicing welding joint is positioned at notch lower end part, anchor tie plate is divided into two pieces of upper anchor tie plate and one piece of lower anchor tie plate, described two pieces of upper anchor tie plate are welded to connect by penetration respectively and between described lower anchor tie plate, form described notch between described two pieces of upper anchor tie plate.
Further, described two pieces of upper anchor tie plate and lower anchor tie plate coplanar.
Further, described anchor trombone slide outer wall penetration weld is connected on the notch inwall between two pieces of upper anchor tie plate.The Suo Li of suspension cable can be delivered on anchor tie plate by anchor trombone slide by this connected mode better, thus realizes the object of Suo Li good communication.
Further, described anchor trombone slide outer wall is provided with multiple stiffener, and described stiffener is perpendicular to anchor trombone slide outer wall, and stiffener is arranged along direction, anchor trombone slide axis, described multiple stiffener is evenly arranged along its circumferencial direction at anchor trombone slide outer wall, and described stiffener top is connected with upper plate washer soffit.
Further, the junction between described notch upper end-face edge and lower edge is the arc section tangent with notch lower edge, and described arc section radius is 50mm-125mm.
Further, the distance between the upper surface of described bearing plate and arc section upper extreme point is 100-150mm.
Further, the distance between the upper surface of described anchor plate and arc section upper extreme point is 150-350mm.
Further, the thickness of described bearing plate is 30-60mm.
The utility model, by arranging bearing plate that is parallel and the suitable distance of distance anchor plate in anchor trombone slide lower end, increases force path or the mode of structure.Its main mode of transfer force is: by Stay Cable Anchors, Suo Li is put on anchor plate with area load, Suo Li is delivered to anchor trombone slide with end face pressure-bearing form by anchor plate, and a part of Suo Li is passed to anchor tie plate by cutting of melt-through weld between itself and anchor tie plate by anchor trombone slide again; Residue Suo Li passes to bearing plate by melt-through weld between anchor trombone slide and bearing plate, this part Suo Li is passed to anchor tie plate by cutting of melt-through weld between itself and anchor tie plate by bearing plate again, and then Suo Li is passed to vertical web and is diffused into whole steel girder, show as and cut pressure bearing-type feature.This cutting presses bearing-type mode of transfer force, significantly improve the stressed safety of the cable beam anchoring structure of steel girder, power transmission reliability and fatigue resistance, the stress overcoming at present conventional cable beam anchoring structure very well concentrated, local stress and the excessive problem even transfinited of Fatigue Stress Amplitude.
The stressed safety of the utility model, power transmission is reliable, anti-fatigue performance is superior, can overcome suspension cable anchor structure and steel girder very well and indulge all larger problem of the local distortion of web, dead-load stress and Fatigue Stress Amplitude; Structure is comparatively succinct simultaneously, and plate quantity and rolled steel dosage are all less, economical; Structure manufacture assembling is convenient, manufactures welding condition better, manufactures welding quality and is easy to ensure, can be widely used in steel girder cable stayed bridge, particularly the heavily loaded steel girder cable stayed bridge of current railroad train or highway vehicle.
Accompanying drawing explanation
Fig. 1 is the schematic diagram of existing anchor tie plate structure.
Fig. 2 is structural representation of the present utility model.
Fig. 3 is the schematic diagram at another visual angle of the utility model.
Fig. 4 is structure sectional view of the present utility model.
Fig. 5 is I place enlarged drawing in Fig. 4.
Fig. 6 is the structural representation of the utility model assembling flow path one.
Fig. 7 is the structural representation of the utility model assembling flow path two.
Fig. 8 is the structural representation of the utility model assembling flow path three.
Fig. 9 is the structural representation of the utility model assembling flow path four.
In figure: 1-anchor tie plate; The upper anchor tie plate of 2-; Anchor tie plate under 3-; 4-anchor trombone slide; 5-anchor plate; 6-bearing plate; The upper plate washer of 7-; 8-upper bush; 9-stiffening rib; 10-stiffening plate; 11-stiffener; 12-notch; 13-indulges web; 14-bridge deck; 15-splicing welding joint.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail, is convenient to be well understood to the utility model, but they do not form restriction to the utility model.
As shown in Figure 2-5, anchor tie plate structure of the present utility model comprises the anchor tie plate 1 being arranged on steel girder top, described anchor tie plate 1 top has the wide notch 12 in narrow lower end, upper end, the embedded anchor trombone slide 4 in described notch 12 top, plate washer 7, bottom welding anchor plate 5 in described anchor trombone slide 4 welded top, described upper plate washer 7 is parallel with anchor plate 5 and all perpendicular to anchor trombone slide 4 axis, described upper plate washer 7 is provided with upper bush 8 above, and described upper bush 8 is coaxial with described anchor trombone slide 4.Described anchor trombone slide 4 is embedded in notch, and described anchor trombone slide 4 lower external face is welded with bearing plate 6, and bearing plate 6 is positioned at wider position, notch 12 lower end, and described bearing plate 6 keeps at a certain distance away with anchor plate 5 and is parallel to each other.Described anchor tie plate 1 comprises anchor tie plate 2 and lower anchor tie plate 3, and the splicing welding joint 15 between described upper anchor tie plate 2 and lower anchor tie plate 3 is perpendicular to the axis of anchor trombone slide 4, and described lower anchor tie plate 3 is structure as a whole with the vertical web 13 of steel girder.Described splicing welding joint 15 is positioned at notch 12 lower end part, anchor tie plate 1 is divided into two pieces of upper anchor tie plate 2 and one piece of lower anchor tie plate 3, described two pieces of upper anchor tie plate 2 are welded to connect by penetration respectively and between described lower anchor tie plate 3, form described notch 12 between described two pieces of upper anchor tie plate 2.
In technique scheme, for ensureing anchor tie plate structural strength, be provided with reinforcement structure, be mainly: the both sides of the upper anchor tie plate 2 and lower anchor tie plate 3 connecting portion that are positioned at notch 12 place all arrange the stiffening rib 9 of tabular, stiffening rib 9 is perpendicular to upper anchor tie plate 2 and lower anchor tie plate 3 and along the setting of direction, anchor trombone slide 4 axis, stiffening rib 9 top is welded with bearing plate 6 soffit.Upper anchor tie plate 2 lower end arranges stiffening plate 10, and the upper anchor tie plate 2 of stiffening plate 10 laminating welds, and stiffening plate 10 base is welded with bearing plate 6 upper surface.Anchor trombone slide 4 outer wall arranges multiple stiffener 11, stiffener 11 is perpendicular to anchor trombone slide 4 outer wall and arrange along direction, anchor trombone slide 4 axis, multiple stiffener 11 is evenly arranged along its circumferencial direction at anchor trombone slide outer wall, and described stiffener 11 top is connected with upper plate washer 7 soffit.
In technique scheme, anchor trombone slide 4 is embedded in the notch 12 between two pieces of upper anchor tie plate 2, it passes through melt-through weld mode and two pieces of upper anchor tie plate 2 are soldered, two pieces of bearing plates 6 have been set up between anchor plate 6 and anchor trombone slide 9, bearing plate 6 parallel and at a distance of anchor plate 5 upper surface suitably distance arrange, bearing plate 6 and anchor trombone slide 4, upper anchor tie plate 1 full penetration are soldered.Now, stay cable force is transmitted by two kinds of approach or mode and is disperseed: one is, by being cut of melt-through weld between anchor trombone slide 4 and upper anchor tie plate 2, a part of Suo Li is passed to anchor tie plate, and two is that melt-through weld between bearing plate 6 by setting up and anchor trombone slide 4, upper anchor tie plate 2 is with the transmission of curved pressure stress form.Define and cut pressure bearing-type feature, and non-traditional anchor tie plate structure is cut power transmission by means of only the pure of melt-through weld between anchor trombone slide and anchor tie plate, the carrying of anchor trombone slide 4, upper anchor tie plate 2 can be reduced like this, particularly significantly reduce stress level and the Fatigue Stress Amplitude of fillet on anchor tie plate and anchor trombone slide welding position, anchor tie plate, thus significantly improve the stressed safety of whole cable beam anchoring structure, power transmission reliability and anti-fatigue performance.
In technique scheme, junction between notch 12 upper end-face edge 12.1 and lower edge 12.2 is the arc section 12.3 tangent with notch lower edge, by the distance D1 between adjustment bearing plate 6 upper surface and arc section 12.3 upper extreme point, distance D2 between anchor plate 5 upper surface and arc section 12.3 upper extreme point, the parameters such as bearing plate 6 thickness of slab D3 adjust stay cable force between anchor trombone slide 4 and upper anchor tie plate 2 weld seam cut power transmission, the allocation proportion of bearing plate 6 pressure-bearing power transmission, thus make the local distortion of each plate, dead-load stress and Fatigue Stress Amplitude are in reasonable level.Comparative studies shows as calculated, and the distance D1 between bearing plate 6 upper surface and arc section 12.3 upper extreme point, the distance D2 between anchor plate 5 upper surface and arc section 12.3 upper extreme point, the isoparametric range of choices of bearing plate thickness of slab D3 are respectively 100mm ~ 150mm, 150 ~ 350mm, 30 ~ 60mm.Concrete most reasonable value, determines according to most hawser power (width) level of the suspension cable of Practical Project, and for Longyan bridge, the most reasonable value of above-mentioned three parameters is respectively 125mm, 250mm, 40mm (or 48mm).
In technique scheme, carry out machine for convenience, splicing welding joint 15 is arranged on the lower end area appropriate location of the notch of anchor tie plate 1, and then it is coplanar anchor tie plate 1 to be divide into two pieces of upper anchor tie plate 2 and one piece of lower anchor tie plate, 3, two pieces of upper anchor tie plate 2 and lower anchor tie plate 3.Two pieces of upper anchor tie plate 2 are onesize plate; Lower anchor tie plate 3 (namely splicing welding joint 15 is with the anchor tie plate of lower part) is a whole plate (forming based on a monoblock steel plate cutting) with the vertical web 13 of steel girder, the profile 16 at its junction edge, both sides is round and smooth arc-shaped transition curve, setting like this can reduce steel plate out-to-out and leftover pieces loss, and then minimizing rolled steel dosage, thus obtain good economy, also can avoid between anchor tie plate 1 and bridge deck 14, directly bearing pulling force, tired stressed outstanding unfavorable weld seam simultaneously.
Tradition anchor tie plate structure as shown in Figure 1, between anchor tie plate 1 and anchor trombone slide 4 on welding position, anchor tie plate 1 fillet all higher even the transfiniting of stress level and local enter plastic zone, for reducing dead-load stress and the Fatigue Stress Amplitude of the above-mentioned region of high stress, (anchor tie plate width cannot be limited to by the arc section radius increasing anchor tie plate (large gauge plate), generally be not more than 40mm) realize, often can only increase the thickness of slab (as employing >=60mm thickness of slab) of whole anchor tie plate or improve the steel grade of anchor tie plate, obviously, this is very uneconomic.And in technical scheme described in the utility model, splicing welding joint more than 15 anchor tie plate be two pieces with full-page proof plate (namely going up anchor tie plate 2), it suitably can adopt high-grade steel (as Q420qD) according to stressed needs, and arc section 12.3 radius R on notch 12 also can suitably strengthen (as adopted 75mm), thus guarantee anchor tie plate and anchor trombone slide welding position, the stress level of notch arc section meets the demands.The range of choices of arc section 12.3 radius R is more wide in range, generally between 50mm ~ 125mm, specifically determines according to according to most hawser power (width) level of the suspension cable of Practical Project.
According to the construction features of cutting pressure bearing-type anchor tie plate structure, its assembling and welding process flow as follows: the first overall plate formation assembly manufacturing more than assembly welding anchor tie plate 1 splicing welding joint, again this assembly and lower anchor tie plate 3 (containing indulging web 12 altogether) penetration are spliced and install and remain plate, whole Suo Liang anchor tie plate structure completes to manufacture in factory and forms integral unit assembly together with the vertical web 12 (and strengthening structure) of steel girder, then becomes steel girder sections to bridge location ground moulding bed with other assembling components of steel girder by Automobile Transportation.The unit block that anchor tie plate structure and vertical web form is one of critical component of steel girder control design case, it completes manufacture and assembly welding in factory, hanging device can be utilized to realize unary upset, and then all weld seams all can adopt downhand welding and accommodation weldering (avoiding the unfavorable weldering appearances such as overhead welding), simultaneously the measures such as reaction frame also can be adopted to realize the control of welding deformation, thus can ensure very well to weld, manufacture and the quality of spelling.
The concrete assembling flow path of the utility model is:
Flow process one: as shown in Figure 6, upper anchor tie plate 2 is soldered with anchor trombone slide 4 penetration; Anchor plate 5 and anchor trombone slide 4 weld after polishing and holding out against, and this bridge drag-line lateral slip angle is carved angle by anchor plate and realized, and answers the direction of accurate adjustment anchor plate during assembling.
Flow process two: as shown in Figure 7, bearing plate 6 welds with anchor trombone slide 4 and upper anchor tie plate 2 penetration successively.
Flow process three: as shown in Figure 8, by the measures such as reaction frame accurately locate with firm fixing upper anchor tie plate 2 and lower anchor tie plate 3 after, the upper anchor tie plate 2 of penetration splicing and lower anchor tie plate 3 (containing indulging web 12 altogether), polish flat splicing seams, strictly guarantees that upper anchor tie plate 2 is coplanar with lower anchor tie plate 3.
Flow process four: as shown in Figure 9, welding residue plate, comprises plate washer 7, upper bush 8, the stiffening rib 9 of anchor tie plate 1 notch both sides and stiffening plate 10, and the stiffener 11 of anchor trombone slide 4 outer wall.
The utility model has been carried out and has been calculated based on the local stress analysis of finite element and fatigue strength inspection, to prove the stressed safety and fatigue behaviour reliability of cutting pressure bearing-type anchor tie plate structure.Following table 1 lists cuts the local stress analysis of pressure bearing-type anchor tie plate structure based on finite element and the schematically result of fatigue strength inspection calculation.
The local stress analysis result of pressure bearing-type anchor tie plate structure based on finite element cut by table 1
From table, generally, dead-load stress and the Fatigue Stress Amplitude of cutting pressure bearing-type anchor tie plate structure are all not high, all meet code requirement, and the most outstanding position of stress (width) is territory, fillet local cell on upper anchor tie plate 1, its maximum VonMises stress is 365MPa, be less than the yield strength of Q420qD, show that anchor tie plate is stressed all in elastic force balance scope, plastic strain does not occur, maximum VonMises stress amplitude is 70.8MPa, and what be less than regulation and stipulation allows Fatigue Stress Amplitude.Visible, static load and the fatigue of cutting pressure bearing-type anchor tie plate structure are stressed all safe and reliable.
The content be not described in detail in this manual belongs to the known prior art of professional and technical personnel in the field.
Claims (13)
1. pressure bearing-type anchor tie plate structure cut by a bridge steel girder, comprise the anchor tie plate (1) being arranged on steel girder top, described anchor tie plate top has the wide notch (12) in narrow lower end, upper end, the embedded anchor trombone slide (4) in described notch top, plate washer (7) in described anchor trombone slide (4) welded top, bottom welding anchor plate (5), described upper plate washer (7) is parallel with anchor plate (5) and all perpendicular to anchor trombone slide axis, described upper plate washer (7) is provided with upper bush (8) above, described upper bush (8) is coaxial with described anchor trombone slide (4), it is characterized in that: the position that described anchor trombone slide (4) external surface is positioned at notch lower end is welded with bearing plate (6), described bearing plate (6) and anchor plate (5) keep at a certain distance away and are parallel to each other.
2. pressure bearing-type anchor tie plate structure cut by bridge steel girder according to claim 1, it is characterized in that: described anchor tie plate (1) comprises anchor tie plate (2) and lower anchor tie plate (3), splicing welding joint (15) between described upper anchor tie plate (2) and lower anchor tie plate (3) is perpendicular to anchor trombone slide (4) axis, and described lower anchor tie plate (3) is structure as a whole with the vertical web (13) of steel girder.
3. pressure bearing-type anchor tie plate structure cut by bridge steel girder according to claim 2, it is characterized in that: described upper anchor tie plate (2) is provided with the stiffening rib (9) of tabular with the connecting portion of lower anchor tie plate (3), described stiffening rib (9) is perpendicular to upper anchor tie plate (2) and lower anchor tie plate (3), described stiffening rib (9) is arranged along anchor trombone slide (4) direction, axis, and stiffening rib (9) top is welded with bearing plate (6) soffit.
4. pressure bearing-type anchor tie plate structure cut by bridge steel girder according to claim 2, it is characterized in that: described upper anchor tie plate (2) lower surface is provided with stiffening plate (10), anchor tie plate (2) welding in described stiffening plate (10) laminating, described stiffening plate (10) base is welded with bearing plate (6) upper surface.
5. pressure bearing-type anchor tie plate structure cut by bridge steel girder according to claim 2, it is characterized in that: described lower anchor tie plate (3) is round and smooth arc-shaped transition curve with the both sides of the edge profile of vertical web (11) junction.
6. pressure bearing-type anchor tie plate structure cut by bridge steel girder according to claim 2, it is characterized in that: described splicing welding joint (15) is positioned at notch (12) lower end part, anchor tie plate (1) is divided into two pieces of upper anchor tie plate (2) and one piece of lower anchor tie plate (3), described two pieces of upper anchor tie plate (2) are welded to connect by penetration respectively and between described lower anchor tie plate (3), form described notch (12) between described two pieces of upper anchor tie plate (2).
7. pressure bearing-type anchor tie plate structure cut by bridge steel girder according to claim 6, it is characterized in that: described two pieces of upper anchor tie plate (2) are coplanar with lower anchor tie plate (3).
8. pressure bearing-type anchor tie plate structure cut by bridge steel girder according to claim 6, it is characterized in that: described anchor trombone slide (4) outer wall penetration weld is connected on the notch inwall between two pieces of upper anchor tie plate (2).
9. pressure bearing-type anchor tie plate structure cut by bridge steel girder according to claim 1, it is characterized in that: described anchor trombone slide (4) outer wall is provided with multiple stiffener (11), described stiffener (11) is perpendicular to anchor trombone slide (4) outer wall, stiffener (11) is arranged along direction, anchor trombone slide axis, described multiple stiffener is evenly arranged along its circumferencial direction at anchor trombone slide outer wall, and described stiffener (11) top is connected with upper plate washer (7) soffit.
10. pressure bearing-type anchor tie plate structure cut by bridge steel girder according to claim 1, it is characterized in that: the junction between described notch (12) upper end-face edge (12.1) and lower edge (12.2) is the arc section (12.3) tangent with notch lower edge, and described arc section (12.3) radius is 50mm-125mm.
Pressure bearing-type anchor tie plate structure cut by 11. bridge steel girders according to claim 10, it is characterized in that: the distance (D1) between the upper surface of described bearing plate (6) and arc section (12.3) upper extreme point is 100-150mm.
Pressure bearing-type anchor tie plate structure cut by 12. bridge steel girders according to claim 10, it is characterized in that: the distance (D2) between the upper surface of described anchor plate (5) and arc section (12.3) upper extreme point is 150-350mm.
Pressure bearing-type anchor tie plate structure cut by 13. bridge steel girders according to claim 10, it is characterized in that: the thickness (D3) of described bearing plate (6) is 30-60mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420720232.XU CN204252018U (en) | 2014-11-25 | 2014-11-25 | Pressure bearing-type anchor tie plate structure cut by bridge steel girder |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201420720232.XU CN204252018U (en) | 2014-11-25 | 2014-11-25 | Pressure bearing-type anchor tie plate structure cut by bridge steel girder |
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| CN204252018U true CN204252018U (en) | 2015-04-08 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104452588A (en) * | 2014-11-25 | 2015-03-25 | 中铁第四勘察设计院集团有限公司 | Bridge steel girder shearing pressing bearing type anchoring plate structure |
| CN107794833A (en) * | 2017-12-01 | 2018-03-13 | 中交路桥华南工程有限公司 | Overlap the edge-beam and its assembling method of girder segment |
-
2014
- 2014-11-25 CN CN201420720232.XU patent/CN204252018U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104452588A (en) * | 2014-11-25 | 2015-03-25 | 中铁第四勘察设计院集团有限公司 | Bridge steel girder shearing pressing bearing type anchoring plate structure |
| CN107794833A (en) * | 2017-12-01 | 2018-03-13 | 中交路桥华南工程有限公司 | Overlap the edge-beam and its assembling method of girder segment |
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