CN2399439Y - Cast steel and rubber compounded abutment - Google Patents
Cast steel and rubber compounded abutment Download PDFInfo
- Publication number
- CN2399439Y CN2399439Y CN 99255851 CN99255851U CN2399439Y CN 2399439 Y CN2399439 Y CN 2399439Y CN 99255851 CN99255851 CN 99255851 CN 99255851 U CN99255851 U CN 99255851U CN 2399439 Y CN2399439 Y CN 2399439Y
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- cambered surface
- surface hinge
- lower plate
- plate
- steel
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Abstract
The utility model relates to a combined supporting base made of cast steel and rubber, which comprises a stiffening rubber plate (3) and a mortar bed (4). The utility model is characterized in that the utility model also comprises an upper plate (1) of a steel cambered surface hinge, a lower plate (2) of the steel cambered surface hinge and a limit stop (5), wherein the lower plate (2) of the steel cambered surface hinge is arranged on the stiffening rubber plate (3); a groove is formed at the lower part of the upper plate of the steel cambered surface hinge and is positioned on the cambered surface of the top of the lower plate of the steel cambered surface hinge; a gap is reserved between the lower plate (2) of the steel cambered surface hinge and the limit stop (5). The utility model reduces the horizontal force of an abutment through the force transmission by the combined supporting base made of cast steel and rubber, namely the use of the integrality of the bridge. The utility model can achieve the aim of saving the masonry, is favorable for maintaining orbits and improves operating conditions.
Description
The utility model relates to rail iron reinforced concrete simply supported girder bridge bearing, particularly relates to a kind of cast steel building rubber compound formula bearing.
The existing bearing of China mainly contains following several: 1) curved support with the cambered surface of the upper plate plane of steel and lower plate as vertical support, horizontal direction limits its activity with pin, exist the slit of 2mm between the pin of fixed bearing and pin hole, be not completely fixed, and freely movable bearing does not have special device yet, only pin hole is amplified, therefore exist sizable frictional resistance between contact surface, in fact not too movable, so it mobile have very big randomness, is difficult to control; 2) the above prestressed girder of rocker bearing 24m span, its fixed bearing still adopts curved support, also with the cambered surface of the upper plate plane of steel and lower plate as vertical support, two limbs of upper plate groove can limit the horizontal anomalous movement of fixed bearing, and without pin, but slit 2mm is also arranged, be not completely fixed, freely movable bearing then adopts rocker bearing, but because the radius of lower camber side is not a concentric circles on the rocker, its coefficient of friction resistance is different with the pivot angle of rocker, when pivot angle is big, for example reaches 7 when spending, friction factor can reach more than 0.3, therefore moving of it also has very big randomness, and be also insensitive sometimes, is difficult to control; 3) pot rubber bearing rubber is enclosed within the bottom steel basin, bigger bearing value is arranged, and basin makes up up and down, and good fixed performance is arranged, freely movable bearing has added the polytetrafluoroethylene (PTFE) slide plate, the activity performance is also fine, when being used for simply supported girder bridge, because freely movable bearing sensitivity height, bridge pier is fought separately, the horizontal force that transmits on the opposing beam is more remarkable, therefore can not bring into play the globality of full-bridge, can not reach the purpose of saving bricklaying; Be used for flexible pier, because fixed bearing lacks flexibility, make the beam length changing value of complete (length between the rigidity pier) concentrate on the freely movable bearing place, when connection was grown up, beam seam changing value was very big, beam, rail relative displacement increase thereupon, more outstanding to the track adverse effect, flexible pier needs certain flexibility in addition, and pier shaft must be very thin, generally need to use steel concrete, should not use concrete; 4) laminated rubber bearing with rubber tile as bearing, there is positive stop strip to fix its position, the laminated rubber bearing horizontal direction has elasticity, the effect of transmitting horizontal force is also arranged, but regulation and stipulation only is applicable to less span bridge, its main cause is the ability that laminated rubber bearing adapts to the beam-ends corner, when the beam-ends corner surpass " railway bridges and culverts design specifications TBJ2-96 " 5.3.21 bar regulation the neoprene bearing maximum allow corner the time, often need to increase the thickness of plate, so its horizontal shear rigidity falls sharply, weakened the ability of transmitting horizontal force, it is stressed to reduce bridge pier significantly, also reduced the stability of driving, therefore simple laminated rubber bearing is especially to than long-span beams, can not reach the purpose of saving the bridge pier bricklaying, so desire increases the ability of transmitting horizontal force, when strengthening shearing rigidity with the TR thin rubber plate, the essential performance of rotating flexibly of adding.
The purpose of this utility model is by the power transmission of cast steel building rubber compound formula bearing, has both utilized the globality of bridge, reduces the bridge pier horizontal force, reaches the purpose of saving bricklaying, also helps the track maintenance, improves operation condition.
The purpose of this utility model is achieved in that cast steel building rubber compound formula bearing, comprise put more energy into rubber tile and mortar bed, it also comprises the upper plate of steel cambered surface hinge, the lower plate and the block of steel cambered surface hinge, the lower plate that steel cambered surface hinge is arranged on the described rubber tile of putting more energy into, one groove is arranged at the bottom of the upper plate of described steel cambered surface hinge, this groove places on the cambered surface at lower plate top of described steel cambered surface hinge, leaves the slit between the lower plate of described steel cambered surface hinge and the described block.
The utility model compared with prior art has following advantage: realized that full-bridge integral body is stressed, saved the bridge pier bricklaying, extensively the steel concrete and the prestressed concrete simply supported beam bridge pier of employing are fought separately to have improved China railways, bear the unfavoured state of horizontal force on the beam separately, because the elasticity of rubber tile, the variation of beam seam is dispersed to each pier, also improved with the full binding beam seam of the flexible pier changing value of fixed bearing power transmission and concentrated, its value of freely movable bearing place is very big when the connection of growing up is long, beam, the excessive fraud of rail relative displacement.Rubber tile thickness of the present utility model is not retrained by the beam-ends corner, has ready conditions freely to change the relative rigidity of bearing and bridge pier, and the percentage that controlling level power is transmitted is selected optimum ratio, realizes design idea, reaches the purpose of saving the bridge pier bricklaying.Regulated consciously when for example designing, the bridge pier size is suitably reduced, but, need do not used steel concrete, and can be economized more bricklaying etc. only only in very thin.
The utility model has carried out the indoor true type test of 32 meters span beams, and result of the test is as follows:
(1) load carrying capacity test of bearing " (railway bridges and culverts design specifications TBJ2-96 " 4.10.4 bar, bearing pushes up from hinge plane to bearing pad stone along the bridge, the angle of spreading of counter-force all should not be greater than 45 degree, the angle is spread in increasing can force down height of support, save steel using amount, the utility model counter-force is spread the broken afore mentioned rules of cornicult, designing and calculating and load carrying capacity test result, stress value can meet the demands all much smaller than admissible value.
(2) the upper plate rotation of bearing rotating property test steel cambered surface hinge is bigger, and the lower plate rotation is very little, under the design maximum load, recording the lower plate hard-over is 0.0124 degree, this moment, the upper plate corner was 0.5476 degree, illustrated that rubber tile near central compression, meets expected design.
(3) bearing bear horizontal force experimental rubber plate had with normal stress by the flechette modulus to reduce and the trend that reduces, measured value illustrates that less than design load its discreteness is bigger, answers the close inspection rubber quality in the use, designs appropriate to the occasionly suitably to allow some leeway.
(4) no matter the compressive stress of the test of the friction factor between rubber tile and cast steel face rubber tile is 2.0MPa, or 4.0MPa, the antiskid friction factor that records between rubber and steel plate is big than " railway bridges and culverts design specifications TBJ2-96 " 5.3.23 bar setting 0.2 all.
By Nanning-Kunming's railway Xin Ming village bridge practice, cast steel building rubber compound formula bearing bridge remarkable in economical benefits, under the higher unfavorable conditions of this bridge rigidity pier, still save 741 cubic metres of bricklayings, wherein pier shaft is 506 cubic metres, is 30% of former pier shaft bricklaying, 202 cubic metres on basis, be 17.2% of former basic bricklaying, saving cost is 260,000 yuans.If not 7
#The rigidity pier has increased by 87 cubic metres of bricklayings, and effect can be better, though do not need to be provided with reinforcing bar in calculating, considers that 3～No. 6 pier pier shaft sizes are less, for guaranteeing the safety of pilot bridge, has arranged a small amount of distributing bar.The contrast of rectangular pier standard drawing is as following table on each pier and the former straight line.
| Pier number | Bridge pier top hat holder dish (cubic meter) | Pier shaft (cubic meter) | Basis (cubic meter) | ||||||
| Standard drawing | This bridge | The saving amount | Standard drawing | This bridge | The saving amount | Standard drawing | This bridge | The | |
| 1 | 25.3 | 23.5 | 1.8 | 87.4 | 71.9 | 15.5 | 51.9 | 52.1 | -0.2 |
| 2 | 25.3 | 23.5 | 1.8 | 116.3 | 99.7 | 16.6 | 58.7 | 58.5 | 0.2 |
| 3 | 25.3 | 19.9 | 5.4 | 168.7 | 90.0 | 78.7 | 87.7 | 48.8 | 38.9 |
| 4 | 25.3 | 19.9 | 5.4 | 179.7 | 96.7 | 83.0 | 92.6 | 52.9 | 39.7 |
| 5 | 25.3 | 19.9 | 5.4 | 179.7 | 96.7 | 83.0 | 92.6 | 52.9 | 39.7 |
| 6 | 25.3 | 19.9 | 5.4 | 168.7 | 90.0 | 78.7 | 101.8 | 69.7 | 32.1 |
| 7 | 25.3 | 26.4 | -1.1 | 126.2 | 177.9 | -51.7 | 88.4 | 122.4 | -34.0 |
| 8 | 25.3 | 23.5 | 1.8 | 126.2 | 88.1 | 38.1 | 116.6 | 99.7 | 16.9 |
| 9 | 25.3 | 23.5 | 1.8 | 136.5 | 95.4 | 41.1 | 128.9 | 110.9 | 18.0 |
| 10 | 25.3 | 23.5 | 1.8 | 126.2 | 88.1 | 38.1 | 116.6 | 99.7 | 16.9 |
| 11 | 25.3 | 23.5 | 1.8 | 147.0 | 103.0 | 44.0 | 97.5 | 83.3 | 14.2 |
| 12 | 25.3 | 23.5 | 1.8 | 136.5 | 95.4 | 41.1 | 141.3 | 121.7 | 19.6 |
| ∑ | 303.6 | 270.5 | 33.1 | 1699.1 | 1192.9 | 506.2 | 1174.6 | 972.6 | 202.0 |
Except saving bricklaying, also have on the other hand, be that the combined type neoprene bearing is than existing simply supported girder bridge, to improving the maintenance of way bigger superiority is arranged, because no matter be contractility or around Qu Li, its each Kong Liang is flexible to the span centre equity, its horizontal force that acts on the rail also is equity and mutual balance, be limited to this section rail part, more flexible to same direction than each Kong Liang of existing simply supported beam, the power that acts on rail is by hole accumulative total, have greatly improved, theoretical and practice shows, it is about 1/2 that the maximum value of the beam rail relative displacement at beam two ends is reduced, and near the mutual displacement that does not occur the span centre between the beam rail.In the current road speed that improves energetically, adopt under the situation of gapless track, its realistic meaning is more arranged.
Fig. 1 is the front view of the utility model cast steel building rubber compound formula bearing;
Fig. 2 is the vertical view of the utility model cast steel building rubber compound formula bearing.
Describe embodiment of the present utility model in detail below in conjunction with accompanying drawing.
Cast steel building rubber compound formula bearing, be on laminated rubber bearing, to increase the device that rotates flexibly, comprise put more energy into rubber tile 3 and mortar bed 4, it also comprises the upper plate 1 of steel cambered surface hinge, the lower plate 2 and the block 5 of steel cambered surface hinge, block 5 is taken root in pier cap, preferably with the while placing of pier cap concrete, be used for stopping moving that the steel cambered surface was cut with scissors when the rubber tile distortion was transfinited, the lower plate 2 that steel cambered surface hinge is arranged on the described rubber tile 3 of putting more energy into, one groove is arranged at the bottom of the upper plate 1 of described steel cambered surface hinge, the constraint card that one projection is respectively arranged at two side lower parts of this lower plate 1, form " " shape, the groove of described upper plate 1 places on the cambered surface at lower plate 2 tops of described steel cambered surface hinge, leaves slit 7 between the lower plate 2 of described steel cambered surface hinge and the described block 5.The groove of the upper plate 1 of described steel cambered surface hinge, the slit that the lower plate of its left and right sides and described steel cambered surface hinge is 2 is less than 0.5mm.Described block 5 has block cornerite 6 with the corresponding surface of the lower plate 2 of described steel cambered surface hinge, it is shaped as " W " shape, to keep surfacing, be convenient to accurately measuring of gap size, between the lower plate 2 of described steel cambered surface hinge and the described block cornerite 6 fill plate 8 is arranged, the suitable bridge of described fill plate 8 leaves slit 7 to the lower plate 2 with described steel cambered surface hinge, 2 slit 7 jam-packs of lower plate of the direction across bridge of described fill plate 8 and described steel cambered surface hinge, the thickness of conversion fill plate 8, the size that can regulate the slit.The thickness of the described rubber tile 3 of putting more energy into is 20～50mm.The bottom surface of the lower plate 2 of described steel cambered surface hinge is processed with the concave convex texture vertical with line direction, and the edge of this lower plate 2 exceeds the described rubber tile 3 horizontal 1cm that put more energy into, vertical 2cm.
Claims (6)
1, cast steel building rubber compound formula bearing, comprise rubber tile of putting more energy into (3) and mortar bed (4), it is characterized in that: further comprising the upper plate (1) of steel cambered surface hinge, the lower plate (2) and the block (5) of steel cambered surface hinge, the lower plate (2) that steel cambered surface hinge is arranged on the described rubber tile of putting more energy into (3), one groove is arranged at the bottom of the upper plate (1) of described steel cambered surface hinge, this groove places on the cambered surface at lower plate (2) top of described steel cambered surface hinge, leaves slit (7) between the lower plate (2) of described steel cambered surface hinge and the described block (5).
2, combined type bearing according to claim 1 is characterized in that: the groove of the upper plate (1) of described steel cambered surface hinge, the slit between the lower plate (2) of its left and right sides and described steel cambered surface hinge is less than 0.5mm.
3, combined type bearing according to claim 1 and 2, it is characterized in that: described block (5) has block cornerite (6) with the corresponding surface of the lower plate (2) of described steel cambered surface hinge, it is shaped as " W " shape, between the lower plate (2) of described steel cambered surface hinge and the described block cornerite (6) fill plate (8) is arranged, the lower plate (2) of the vertical and described steel cambered surface hinge of described fill plate (8) leaves slit (7), slit (7) jam-pack between the lower plate (2) of the direction across bridge of described fill plate (8) and described steel cambered surface hinge.
4, combined type bearing according to claim 1 is characterized in that: respectively there is the constraint card of a projection upper plate (1) both sides, bottom of described steel cambered surface hinge, form " " shape.
5, combined type bearing according to claim 4 is characterized in that: the thickness of the described rubber tile of putting more energy into (3) is 20～50mm.
6, combined type bearing according to claim 3, it is characterized in that: the bottom surface of the lower plate (2) of described steel cambered surface hinge is processed with the concave convex texture vertical with line direction, and the edge of this lower plate (2) exceeds the described rubber tile of putting more energy into (3) laterally 1cm, vertical 2cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 99255851 CN2399439Y (en) | 1999-12-10 | 1999-12-10 | Cast steel and rubber compounded abutment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 99255851 CN2399439Y (en) | 1999-12-10 | 1999-12-10 | Cast steel and rubber compounded abutment |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN2399439Y true CN2399439Y (en) | 2000-10-04 |
Family
ID=34039120
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 99255851 Expired - Fee Related CN2399439Y (en) | 1999-12-10 | 1999-12-10 | Cast steel and rubber compounded abutment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN2399439Y (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101892707A (en) * | 2010-04-12 | 2010-11-24 | 哈尔滨工业大学空间钢结构幕墙有限公司 | Cast steel hinged support |
| CN110863423A (en) * | 2019-11-28 | 2020-03-06 | 刘海洋 | Bridge butt joint anti-seismic device |
-
1999
- 1999-12-10 CN CN 99255851 patent/CN2399439Y/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101892707A (en) * | 2010-04-12 | 2010-11-24 | 哈尔滨工业大学空间钢结构幕墙有限公司 | Cast steel hinged support |
| CN110863423A (en) * | 2019-11-28 | 2020-03-06 | 刘海洋 | Bridge butt joint anti-seismic device |
| CN110863423B (en) * | 2019-11-28 | 2021-12-14 | 苏交科集团股份有限公司 | Bridge butt joint anti-seismic device |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C19 | Lapse of patent right due to non-payment of the annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |