CN202989761U - Sliding shock insulation type pile foundation top bending moment releaser - Google Patents
Sliding shock insulation type pile foundation top bending moment releaser Download PDFInfo
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- CN202989761U CN202989761U CN 201220734383 CN201220734383U CN202989761U CN 202989761 U CN202989761 U CN 202989761U CN 201220734383 CN201220734383 CN 201220734383 CN 201220734383 U CN201220734383 U CN 201220734383U CN 202989761 U CN202989761 U CN 202989761U
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Abstract
The utility model relates to a sliding shock insulation type pile foundation top bending moment releaser. Vertical load is transferred through compression of spherical contact surfaces of a convex spherical surface frustum and a concave spherical surface foundation; a soft polyamino methyl ester buffer layer is filled in a gap between the convex spherical frustum and the concave spherical surface foundation; fine swinging between spherical surfaces with different radii adopts to a corner of a pounding bottom or a bearing platform bottom surface, and the soft polyamino methyl ester buffer layer is filled in the gap between the convex spherical surface frustum and the concave spherical surface foundation to buffer impact; horizontal force transferred by the pounding bottom or the bearing platform bottom surface to a pile foundation is limited by frictional resistance between a sliding plate and a carrying plate; and when the axial force is transferred smoothly, a small amount of horizontal sliding is generated between a pile foundation top and the pounding bottom or the bearing platform bottom, so that a path that a bending moment of an upper part of a bridge and a pier is transferred to the pile foundation is blocked, and the aim of obviously reducing the bending moment of the pile foundation in the earthquake can be fulfilled.
Description
Technical field
The utility model belongs to Bored Pile of Bridge and subtracts the seismic isolation technology field, be particularly related to a kind of bridge top and bridge pier moment of flexure can blocked to the pile foundation transmission, and restriction bridge superstructure and bridge pier pass to the sliding and shock isolation type pile foundation top moment of flexure release of the horizontal force of pile foundation.
Background technology
Traditional pile foundation is connected cushion cap and is adopted consolidation style to connect with bridge pier, under geological process, the huge bending moment that the superstructure of bridge and the inertia force of bridge pier produce also is delivered to pile foundation.For the Large-diameter Pile Group that arranges under cushion cap basis, under geological process, the corner demand at pile foundation top is large, due to moment of flexure with corner is excessive causes near the concrete the pile foundation top to occur destroying.Because pile foundation is embedded in undergroundly or under water, seismic Damage and destruction are difficult to find, maintenance and reinforcing, and therefore the anti-seismic performance of pile foundation are required generally other positions higher than bridge.
Mainly by Ductility Design, the consumption that namely increases pile foundation top section reinforcing bar and stirrup improves the bending resistance in cross section to the anti-seismic performance of steel bar concrete pile plinth, thereby reduces the degree of pile foundation earthquake at present.although but Ductility Design can improve the bending resistance of steel bar concrete pile plinth and the plastic deformation ability after the concrete cracking fragmentation, but Ductility Design does not fundamentally reduce the size of the seismic forces (especially moment of flexure) that pile body bears, and need to adapt to pile foundation top corners demand at the rear stroke concrete plastic hinge of pile foundation top cover concrete destruction, under severe earthquake action, the pile foundation of strengthening through Ductility Design still can produce concrete cracking, the plastic failure that reinforcement yielding etc. can't recover, just destructiveness is than little without the pile foundation of Ductility Design.Therefore, damage inspection and maintenance and reinforcement hard problem after still there is shake in the pile foundation that Ductility Design is strengthened, and also the concrete of pile foundation, reinforcing bar material usage are large, and construction costs is high.
The utility model content
Destructiveness is large and be difficult for checking and the shortcoming of maintenance and reinforcement when solving large-diameter pile foundation earthquake of the prior art, the utility model provides a kind of bridge superstructure and bridge pier can blocked to transmit the path of moment of flexure to pile foundation, the horizontal force that restriction superstructure and bridge pier transmit to pile foundation, thereby significantly reduce the moment of flexure in pile foundation, reduce the sliding and shock isolation type pile foundation top moment of flexure release of construction costs.
solving the problems of the technologies described above the technical scheme that adopts is: the soffit at upper junction plate is provided with sliding plate, be provided with inverted protruding sphere frustum below sliding plate, the upper surface of protruding sphere frustum has groove, be provided with bearing plate in groove, the upper surface of bearing plate and the soffit of sliding plate overlap joint, be provided with the concave spherical surface base below protruding sphere frustum, the top of concave spherical surface base has the cone tank suitable with protruding sphere frustum structure, the projection of protruding sphere frustum extends to the bottom land of cone tank, be provided with cushion coat between concave spherical surface base and protruding sphere frustum.
The end face of above-mentioned protruding sphere frustum is the plane, and the bottom surface mid portion of protruding sphere frustum convexes to form the inversion frustum, and its tapering is 1:1～3, and being inverted the frustum bottom surface is spherical structure.
The spherical radius of the inversion frustum lower surface of above-mentioned protruding sphere frustum is to be inverted 1.8～2.4 times of frustum lower end cross-sectional diameter.
The end face of above-mentioned concave spherical surface base is the plane, and the end face center has cone tank, and the cone tank bottom surface is the spherical structure that the lower surface with protruding sphere frustum adapts.
The spherical radius of above-mentioned cone tank bottom surface is 1.4～1.6 times of protruding sphere frustum lower end spherical radius.
The difference of the section radius of the protruding sphere frustum of the section radius of above-mentioned cone tank and co-altitude place is less than 5cm.
Above-mentioned cushion coat be by rubber or poly-urethane material be filled in space between cone tank and protruding sphere frustum form.
The soffit edge of above-mentioned sliding plate is provided with sealant, can prevent Groundwater infiltration.
The profile of above-mentioned concave spherical surface base is to be inverted frustum structure or cylindrical or prismatic.
Above-mentioned bearing plate is polyfluortetraethylene plate, and sliding plate is corrosion resistant plate.
sliding and shock isolation type pile foundation of the present utility model top moment of flexure release, vertical load is transmitted in ball-type contact surface compression by protruding sphere frustum and concave spherical surface base, and the poly-amino methyl cushion coat of filled soft in the space between protruding sphere frustum and concave spherical surface base, the corner of at the bottom of the trickle swing between the sphere that does not wait by radius adapts to pier or cushion cap bottom surface also gathers amino methyl cushion coat damp impacts power by filled soft in space between protruding sphere frustum and concave spherical surface base, by the frictional resistance between sliding plate and bearing plate limit and limit pier at the bottom of or the cushion cap bottom surface pass to the horizontal force of pile foundation, when guaranteeing that axial force is transmitted smoothly, produce a small amount of horizontal sliding at the bottom of allowing pile foundation top and pier or between bottom cushion cap, thereby blocking-up bridge top and bridge pier moment of flexure are to the path of pile foundation transmission, the purpose of the moment of flexure of pile foundation when reaching remarkable reduction earthquake, the damage and the pile foundation that reduce pile foundation do not need to adopt Ductility Design, need not to increase the pile foundation cross section, can reduce significantly material usage and the construction costs of concrete and reinforcing bar.
Description of drawings
Fig. 1 is the structural representation of sliding and shock isolation type pile foundation top moment of flexure release.
The specific embodiment
Now with embodiment, the technical solution of the utility model is further illustrated by reference to the accompanying drawings, but the utility model is not limited only to following embodiment.
As shown in Figure 1, the sliding and shock isolation type pile foundation top moment of flexure release of the present embodiment is to connect by upper junction plate 1, sliding plate 2, protruding sphere frustum 3, bearing plate 4, concave spherical surface base 5, cushion coat 6 and sealant 7 to consist of.
In the present embodiment, at the upper surface weld connection of upper junction plate 1,12 anchor bolts are arranged, cushion cap 8 bottoms by anchor bolt and bridge are fixedly connected, and are welded with and with it stacked sliding plate 2 large with upper junction plate 1 grade at the soffit of upper junction plate 1.Sliding plate 2 adopts stainless steel material to make platy structure.Soffit edge at sliding plate 2 is provided with sealant 7, can be with common rubber packing material, can be with the end face sealed attachment of sliding plate 2 with pile foundation 9, and prevent that underground water from invading other member of corrosion.
be provided with inverted protruding sphere frustum 3 under the middle part of sliding plate 2, protruding sphere frustum 3 is that steel material is cast, the end face of protruding sphere frustum 3 is plane structures, be processed with a circular groove in the middle part of end face, be placed with the bearing plate 4 of fitting with sliding plate 2 in circular groove, the geometry of bearing plate 4 is discoideus, made by polytetrafluoroethylmaterial material, this bearing plate 4 embeds in groove, can limit it and produce the horizontal direction displacement on protruding sphere frustum 3, the soffit of the upper surface of bearing plate 4 and sliding plate 2 is fitted, the cushion cap 8 of bridge is separated with pile foundation 9 parts, when bridge bearing platform 8 is subject to the horizontal vibration load, can produce slippage under the frictional resistance effect between sliding plate 2 and bearing plate 4, fully discharge the horizontal loading at pile foundation 9 tops, thereby reduce pile foundation 9 damages.The bottom surface mid portion of this protruding sphere frustum 3 is to lower convexity, form the inverted conical platform, the tapering of this inverted conical platform is 1:2, the high 80cm of this inverted conical platform, maximum gauge is 85cm, and minimum diameter is 45cm, and the lower surface of being inverted frustum is the Surface of Sphere structure, spherical radius is 90cm, and namely this spherical radius is to be inverted 2 times of lower end diameter of section of frustum.
Be provided with concave spherical surface base 5 below protruding sphere frustum 3, concave spherical surface base 5 is to be made by steel material, concave spherical surface base 5 middle parts, bottom surface are outwards outstanding, be circular cone structure, the frustum of a cone maximum gauge of concave spherical surface base 5 bottom surfaces is 100cm, minimum diameter is 60cm, is highly 60cm, carries the pressure that protruding sphere frustum 3 transmits.the end face of the concave spherical surface base 5 of the present embodiment is plane structure, middle part at end face is processed with cone tank, the inversion frustum structure of the structure of this cone tank and above-mentioned protruding sphere frustum 3 adapts, its tapering is 1:1.93, tapering greater than the inversion frustum of protruding sphere frustum 3, to adapt to the micro-swinging of protruding sphere frustum 3 in cone tank, its maximum gauge is 92cm, minimum diameter is 60cm, the degree of depth is 70cm, in the sustained height position, the difference of the section radius of the section radius of cone tank and above-mentioned inversion frustum is within 5cm, bottom land is the ball structure, spherical radius is 90cm, be 1.5 times of inversion frustum lower end spherical diameter of protruding sphere frustum 3, the inversion frustum of protruding sphere frustum 3 stretches in this cone tank, lower surface and cone tank bottom land by protruding sphere frustum 3 coincide, transmit vertical load.
In space between concave spherical surface base 5 and protruding sphere frustum 3, sulfuration has soft poly-urethane material as cushion coat 6.
During use, the pile foundation top moment of flexure release of the present embodiment is arranged between the top and bridge bearing platform 8 bottoms of pile foundation 9.Upper junction plate 1 and sliding plate 2 embed the bottom of cushion caps 8, the soffit that guarantees sliding plate 2 is concordant with the bottom surface of cushion cap 8, concave spherical surface base 5 is embedded in the concrete at pile foundation 9 tops, and the end face of concave spherical surface base 5 just in time is stuck on pile foundation 9 end faces, and is concordant with the end face of pile foundation 9.
when earthquake occurs when, upper junction plate 1 setting up and down, sliding plate 2, protruding sphere frustum 3, the vertical load that produces between the mutual extruding buffering cushion cap 8 of concave spherical surface base 5 and pile foundation 9 tops, be subject to the horizontal loading of earthquake generation when the cushion cap 8 of bridge, cushion cap 8 produces slippage under the impact of the frictional resistance between sliding plate 2 and bearing plate 4, limited the horizontal force that cushion cap 8 bottom surfaces pass to pile foundation 9 tops, reduced the moment of flexure that pile foundation 9 top horizontal forces produce, thereby subdue or reduce pile foundation 9 damages, when producing between cushion cap 8 and pile foundation 9 tops when reversing moment of flexure, adapt to the corner between cushion cap 8 bottom surfaces and pile foundation 9 end faces and discharge moment of flexure in the rotation between protruding sphere frustum 3 and concave spherical surface base 5 under the drive of upper junction plate 1, soft poly-amino methyl layer can cushion the rotation between lower protruding sphere frustum 3 and concave spherical surface base 5, the moment of flexure that when the pile foundation 9 top moment of flexure releases of this structure can effectively be extenuated earthquake, pile foundation 9 produces, reduce pile foundation 9 damages, extend the application life of pile foundation 9 plinth.
In the present embodiment, the end face of protruding sphere frustum 3 is plane structures, the bottom surface mid portion forms the inverted conical platform to lower process, and the tapering of this inverted conical platform is 1:1, the high 30cm of this inverted conical platform, maximum gauge is 60cm, and minimum diameter is 30cm, and the lower surface of being inverted frustum is the Surface of Sphere structure, spherical radius is 54cm, and namely this spherical radius is to be inverted 1.8 times of lower end diameter of section of frustum.
In the present embodiment, the frustum of a cone maximum gauge of concave spherical surface base 5 bottom surfaces is 65cm, and minimum diameter is 35cm, is highly 50cm, carries the pressure that protruding sphere frustum 3 transmits.the end face of the concave spherical surface base 5 of the present embodiment is plane structure, middle part at end face is processed with cone tank, the inversion frustum structure of the structure of this cone tank and above-mentioned protruding sphere frustum 3 adapts, its tapering is 1:0.97, tapering greater than the inversion frustum of protruding sphere frustum 3, its maximum gauge is 63cm, minimum diameter is 32cm, the degree of depth is 30cm, bottom land is the ball structure, spherical radius is 64cm, be 2 times of inversion frustum lower end diameter of section of protruding sphere frustum 3, the inversion frustum of protruding sphere frustum 3 stretches in this cone tank, lower surface and cone tank bottom land by protruding sphere frustum 3 coincide.Other parts and connecting relation thereof are identical with embodiment 1.
In the present embodiment, the end face of protruding sphere frustum 3 is plane structures, the bottom surface mid portion forms the inverted conical platform to lower process, and the tapering of this inverted conical platform is 1:3, the high 30cm of this inverted conical platform, maximum gauge is 40cm, and minimum diameter is 30cm, and the lower surface of being inverted frustum is the Surface of Sphere structure, spherical radius is 72cm, and namely this spherical radius is to be inverted 2.4 times of lower end diameter of section of frustum.
In the present embodiment, the frustum of a cone maximum gauge of concave spherical surface base 5 bottom surfaces is 45cm, and minimum diameter is 40cm, is highly 50cm, carries the pressure that protruding sphere frustum 3 transmits.the end face of the concave spherical surface base 5 of the present embodiment is plane structure, middle part at end face is processed with cone tank, the inversion frustum structure of the structure of this cone tank and above-mentioned protruding sphere frustum 3 adapts, its tapering is 1:2.95, tapering greater than the inversion frustum of protruding sphere frustum 3, its maximum gauge is 45cm, minimum diameter is 34cm, the degree of depth is 29cm, bottom land is the ball structure, spherical radius is 55cm, be 1.6 times of inversion frustum lower end spherical radius of protruding sphere frustum 3, the inversion frustum of protruding sphere frustum 3 stretches in this cone tank, lower surface and cone tank bottom land by protruding sphere frustum 3 coincide.Other parts and connecting relation thereof are identical with embodiment 1.
In above-described embodiment 1～3, cushion coat 6 use General Purpose Rubber materials are made, in order to subdue extruding force between concave spherical surface base 5 and protruding sphere frustum 3.Other parts and connecting relation thereof are identical with corresponding embodiment.
In above-described embodiment 1～4, the contour structures of concave spherical surface base 5 is cylindrical, has cone tank in the middle part of the end face of concave spherical surface base 5, and the inversion frustum structure of this cone tank and protruding sphere frustum 3 adapts.Other parts and connecting relation thereof are identical with corresponding embodiment.
In above-described embodiment 1～4, the contour structures of concave spherical surface base 5 is four prism types, and the middle part has cone tank on the end face of concave spherical surface base 5, and the structure of the structure of cone tank and protruding sphere frustum 3 adapts.Other parts and connecting relation thereof are identical with corresponding embodiment.
Between at the bottom of the sliding and shock isolation type pile foundation top moment of flexure release of above-described embodiment can also be arranged on bridge pier and pile foundation 9 tops and other be used for pile foundation 9 anti-skidding, shock insulation.
Claims (10)
1. sliding and shock isolation type pile foundation top moment of flexure release, it is characterized in that: the soffit at upper junction plate (1) is provided with sliding plate (2), be provided with inverted protruding sphere frustum (3) in the below of sliding plate (2), the upper surface of protruding sphere frustum (3) has groove, be provided with bearing plate (4) in groove, the upper surface of bearing plate (4) contacts with the soffit of sliding plate (2), be provided with concave spherical surface base (5) in the below of protruding sphere frustum (3), the top of concave spherical surface base (5) has the cone tank suitable with protruding sphere frustum (3) structure, the projection of protruding sphere frustum (3) extends to the bottom land of cone tank, be provided with cushion coat (6) between concave spherical surface base (5) and protruding sphere frustum (3).
2. sliding and shock isolation type pile foundation according to claim 1 top moment of flexure release, it is characterized in that: the end face of described protruding sphere frustum (3) is the plane, the bottom surface mid portion of protruding sphere frustum (3) convexes to form the inversion frustum, its tapering is 1:1～3, and being inverted the frustum bottom surface is spherical structure.
3. sliding and shock isolation type pile foundation according to claim 2 top moment of flexure release is characterized in that: the spherical radius of the inversion frustum lower surface of described protruding sphere frustum (3) is to be inverted 1.8～2.4 times of frustum lower end cross-sectional diameter.
4. sliding and shock isolation type pile foundation according to claim 1 top moment of flexure release, it is characterized in that: the end face of described concave spherical surface base (5) is the plane, the end face center has cone tank, and the cone tank bottom surface is the spherical structure that the lower surface with protruding sphere frustum (3) adapts.
5. sliding and shock isolation type pile foundation according to claim 4 top moment of flexure release is characterized in that: the spherical radius of described cone tank bottom surface is 1.4～1.6 times of protruding sphere frustum (3) bottom surface spherical radius.
6. sliding and shock isolation type pile foundation according to claim 1 top moment of flexure release, it is characterized in that: the difference of the section radius of the protruding sphere frustum in the section radius of described cone tank and co-altitude place (3) is less than 5cm.
7. sliding and shock isolation type pile foundation according to claim 1 top moment of flexure release is characterized in that: described cushion coat (6) be by rubber or poly-urethane material be filled in space between cone tank and protruding sphere frustum (3) form.
8. sliding and shock isolation type pile foundation according to claim 1 top moment of flexure release is characterized in that: the soffit edge of described sliding plate (2) is provided with sealant (7).
9. sliding and shock isolation type pile foundation according to claim 1 top moment of flexure release, it is characterized in that: the profile of described concave spherical surface base (5) is frustum structure or cylindrical or prismatic.
10. sliding and shock isolation type pile foundation according to claim 1 top moment of flexure release, it is characterized in that: described bearing plate (4) is polyfluortetraethylene plate, sliding plate (2) is corrosion resistant plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220734383 CN202989761U (en) | 2012-12-27 | 2012-12-27 | Sliding shock insulation type pile foundation top bending moment releaser |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220734383 CN202989761U (en) | 2012-12-27 | 2012-12-27 | Sliding shock insulation type pile foundation top bending moment releaser |
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| Publication Number | Publication Date |
|---|---|
| CN202989761U true CN202989761U (en) | 2013-06-12 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220734383 Expired - Fee Related CN202989761U (en) | 2012-12-27 | 2012-12-27 | Sliding shock insulation type pile foundation top bending moment releaser |
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| CN (1) | CN202989761U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102995667A (en) * | 2012-12-27 | 2013-03-27 | 长安大学 | Slippage shock insulation pile foundation top bending moment releaser |
| CN105625460A (en) * | 2016-03-11 | 2016-06-01 | 广州市建筑科学研究院有限公司 | Damping device used for connecting pile foundation and bearing platform and construction method of damping device |
-
2012
- 2012-12-27 CN CN 201220734383 patent/CN202989761U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102995667A (en) * | 2012-12-27 | 2013-03-27 | 长安大学 | Slippage shock insulation pile foundation top bending moment releaser |
| CN102995667B (en) * | 2012-12-27 | 2015-04-15 | 长安大学 | Slippage shock insulation pile foundation top bending moment releaser |
| CN105625460A (en) * | 2016-03-11 | 2016-06-01 | 广州市建筑科学研究院有限公司 | Damping device used for connecting pile foundation and bearing platform and construction method of damping device |
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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: 20130612 Termination date: 20151227 |
|
| EXPY | Termination of patent right or utility model |