CN203022017U - Externally-arranged limiting device separating type high pile foundation platform - Google Patents
Externally-arranged limiting device separating type high pile foundation platform Download PDFInfo
- Publication number
- CN203022017U CN203022017U CN 201220703181 CN201220703181U CN203022017U CN 203022017 U CN203022017 U CN 203022017U CN 201220703181 CN201220703181 CN 201220703181 CN 201220703181 U CN201220703181 U CN 201220703181U CN 203022017 U CN203022017 U CN 203022017U
- Authority
- CN
- China
- Prior art keywords
- cushion cap
- platform
- steel bar
- reinforcing steel
- reinforcing bar
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model relates to an externally-arranged limiting device separating type high pile foundation platform which comprises a platform upper layer, a middle rubber spacer, a platform lower layer, an externally arranged steel protecting sleeve, limiting buffer rubber, a horizontal fixing reinforcing steel bar and a vertical fixing reinforcing steel bar. The rubber spacer is arranged between the platform upper layer and the platform lower layer. The exterior of the foundation platform is wrapped with the steel protecting sleeve. The horizontal fixing reinforcing steel bar and the vertical fixing reinforcing steel bar are respectively arranged along the horizontal direction and the vertical direction of the steel protecting sleeve. An inner layer of the steel protecting sleeve is provided with the limiting buffer rubber. A horizontal reinforcing steel bar welding hole and a vertical reinforcing steel bar welding hole are respectively formed along the horizontal direction and the vertical direction of the steel protecting sleeve. The platform lower layer is fixed by the steel protecting sleeve through the horizontal fixing reinforcing steel bar and the vertical fixing reinforcing steel bar. Under effects of earthquakes, or normal transverse load or bending moments, the platform upper layer and the platform lower layer can be disengaged for releasing load. A connecting reinforcing steel bar can control a disengaging maximum value, a cross slip control structure can prevent layers from slipping, structural safety is ensured, and the foundation platform is suitable for any applicable occasions of common separating type foundation platforms.
Description
Technical field
The utility model belongs to civil engineering, earthquake engineering technical field, is specifically related to a kind of cushion cap that reduces the peripheral pile foundation seismic response of high pile foundation: be particularly related to the high pile foundation cushion cap of a kind of external stopping means separate type.
Background technology
Along with development and the rise across river, Oversea bridge engineering, High-Rise Pile Cap Foundation is widely used with the convenience of its construction. and highrise pile cap is with one of low pile cap larger difference, the lateral displacement meeting of cushion cap is larger, thereby the destruction that easily causes stake, even also failure when earthquake acceleration is smaller.And skirt piles are due to the effect of moving axis power, and yield moment is less and than being easier to be introduced into plasticity, thereby has influence on the performance of the shock resistance of whole system, therefore the load-bearing ability of the peripheral pile foundation crucial governing factor of highrise pile cap design often.The high pile foundation cushion cap of separate type will wave technology and introduce the cushion cap system, realized waving shock insulation, discharged the constraint of the large quality in top to substructure, greatly reduce the antidetonation demand of substructure, though and the internal protrusion of common separation formula cushion cap and embedded bar stopping means can not increase construction difficulty, but because concrete detail structure is more, be not easy to the Practical Project rapid construction.
Summary of the invention
The purpose of this utility model is to provide a kind of easy construction, can Prefabrication, and can drop into fast the high pile foundation cushion cap of external stopping means separate type of construction.The utility model is at patent " the high pile foundation cushion cap of separate type " (notification number: CN202577333U) develop on the basis.
The high pile foundation cushion cap of external stopping means separate type that this practicality proposes, by foundation platform, rubber spacer 2, steel sheath 4, limiting buffer rubber 5, level fixedly reinforcing bar 6 and vertically fixedly reinforcing bar 7 form, wherein: foundation platform is comprised of cushion cap upper strata 1 and cushion cap lower floor 3 from top to bottom, is provided with rubber spacer 2 between cushion cap upper strata 1 and cushion cap lower floor 3; The outside of foundation platform is surrounded by a circle steel sheath 4, the horizontal direction of described steel sheath 4 and vertically be respectively equipped with level fixedly reinforcing bar 6 and vertical fixing reinforcing bar 7, and steel sheath 4 internal layers are provided with limiting buffer rubber 5; The level of steel sheath 4 and vertically be respectively equipped with horizontal reinforcement welding hole 8 and vertical reinforced-bar-welding hole 9, steel sheath 4 are respectively by level fixedly reinforcing bar 6 and vertical fixing reinforcing bar 7 fixed bearing platform lower floors 3.
In the utility model, described cushion cap upper strata 1 is the cuboid with fillet, and concrete size can be adjusted according to designing requirement.
In the utility model, described cushion cap lower floor 3 is cuboid, and planar dimension and cushion cap upper strata maximum horizontal are measure-alike, and to put the upper strata 1 not slippage of the rear cushion cap of steel sheath 4 as principle, height can be adjusted according to designing requirement.
In the utility model, described rubber spacer 2 adopts elastomeric materials, spreads the cushion cap soffit after completing the construction of cushion cap lower floor.
In the utility model, described level is reinforcing bar 6 and vertical fixedly reinforcing bar 7 employing indented barss fixedly, are prefabricated in the factory or construct to imbed in member when cast-in-place.
In the utility model, described steel sheath 4 full steel structures and yielding rubber 5 are prefabricated in the factory according to dimension of platform and complete, and connect hole 8 and vertical reinforced-bar-welding hole 9 at the horizontal steel bar welding of response position reservation.In steel sheath 4 tops, the clip angle is that lift off was more is determined according to dimension of platform, lifts from fully with cushion cap one side that rear steel casing is inner fits into performance objective fully with cushion cap upper strata upper surface.And according to H and the B size that the design load difference can be changed steel sheath of lifting from of both sides cushion cap, realize the control of the different lift off was more in both sides.
Principle of the present utility model is: traditional highrise pile cap is divided into cushion cap upper strata and cushion cap lower floor, and when the superstructure lateral displacement was larger, cushion cap upper strata and cushion cap lower floor were namely separable, discharged shearing and moment of flexure at the bottom of a part of pier, reduced the withdrawal force of peripheral pile foundation; Arrange the rubber buffer material on cushion cap upper strata and cushion cap lower floor, when reducing the top cushion cap and falling after rise to the impact of bottom cushion cap; The cushion cap periphery is wrapped up the restriction relative slippage in cushion cap top and the bottom with steel sheath; Steel sheath is reserved a part of vertical direction spatial, and cushion cap can be lifted from, and on top, padded coaming is set, and consumes energy with spacing.
The utility model also provides following advantage except the advantage that has pile foundation cushion cap as high in the common separation formula concurrently:
1) construction is simple, compares with common bearing platform construction, has just added cushion cap placement layer by layer and steel sheath two simple steps are installed, and structure requires to tail off;
2) spacing steel sheath is prefabricated according to dimension of platform, has avoided the limit configuration measure of the complexity of original separate type cushion cap, and mechanics is with clearly defined objective, and simple structure is difficult for the phenomenon that generation was lost efficacy;
3) in separating layer, the buffering energy-consumption material is set, in the time of can reducing the cushion cap upper strata and fall after rise to the impact of cushion cap lower floor;
4) in stopping means inboard, top, the buffering energy-consumption material is set, the energy the when cushion cap that further dissipates waves, and reduce cushion cap to the impact of steel sheath, realize the elastic spacing of steel sheath.
5) each several part simple structure can be fully prefabricated for the small-medium size cushion cap, realizes the rapid construction of cushion cap.
In a word, the utility model is applicable to various High-Rise Pile Cap Foundations, and with respect to common separation formula High-Rise Pile Cap Foundation, the absolute predominance on textural and easy construction is arranged.
Description of drawings
Fig. 1 is the high pile foundation cushion cap of external stopping means separate type elevation.
Fig. 2,3 is the high pile foundation cushion cap of external stopping means separate type plan view.
Fig. 4 is steel sheath prefabricated component elevation.
Fig. 5 is steel sheath prefabricated component plan view.
Number in the figure: 1 be the cushion cap upper strata, 2 for rubber spacer, 3 for cushion cap lower floor, 4 for steel sheath, 5 for limiting buffer rubber, 6 for level fixedly reinforcing bar, 7 for vertical fixedly reinforcing bar, 8 be that horizontal reinforcement welding hole, 9 is the vertical reinforced-bar-welding hole.
The specific embodiment
Further illustrate by reference to the accompanying drawings the utility model below by embodiment.
Embodiment 1
As shown in Figure 1, 2, in fact the high pile foundation cushion cap of external stopping means separate type that the utility model proposes comprises a whole set of to the improvement of existing separate type cushion cap, by cushion cap upper strata 1, rubber spacer 2, cushion cap lower floor 3, external steel sheath 4, limiting buffer rubber 5, level fixedly reinforcing bar 6 and vertically fixedly reinforcing bar 7 form.Cushion cap upper strata 1 is reinforced concrete structure with cushion cap lower floor 3, and for realizing swing function, the top cushion cap outside need be carried out the chamfering rounding and be processed.In order to cushion and the energy of the cushion cap that dissipates when falling after rise, add the rubber spacer 2 of plasticity power consumption in the cushion cap separating layer.The steel work package structure that makes a circle is wrapped in outside at whole cushion cap, it is steel sheath 4, realization is to the restriction of cushion cap horizontal sliding and the maximum displacement restriction of vertically lifting from, concrete limits value can be controlled according to Practical Project, and regulate by changing steel casing size, to impact and the dissipation energy of steel sheath, at the steel sheath internal layer, yielding rubber 5 is set when lifting from order to slow down cushion cap.be divided into 4 parts when making external steel sheath, every part such as Figure of description 4, shown in 5, during manufacturing, the horizontal steel bar welding of reservation connects hole 8 and vertical reinforced-bar-welding hole 9, by level fixedly reinforcing bar 6 realize with vertical fixedly reinforcing bar 7 and being connected and fixed of cushion cap, reinforcing bar is embedded into cushion cap inside when the bottom cushion cap is built, after cushion cap is all built and is completed, steel sheath is put suspended deck structure, fixedly reinforcing bar 6 and vertical fixedly reinforcing bar 7 pass respectively horizontal reinforcement welding hole 8 and vertical reinforced-bar-welding hole 9 with level, and fixedly reinforcing bar 6 and vertical fixedly reinforcing bar 7 and steel sheath 4 are welded as a whole with level, after all completing, if steel sheath 4 is designed to as Fig. 1, wrap up form shown in 2 fully, with the gap welding of four part steel sheaths along the cushion cap corner, steel sheath 4 is connected as a single entity.
Wherein: described cushion cap upper strata 1 is the cuboid with fillet, and described cushion cap lower floor 3 be cuboid, and planar dimension and cushion cap upper strata 1 maximum horizontal are measure-alike, to put steel sheath upper back not slippage of cushion cap as principle, highly can adjust according to designing requirement.
Claims (4)
1. high pile foundation cushion cap of external stopping means separate type, fixedly reinforcing bar (6) and vertical fixedly reinforcing bar (7) form by foundation platform, rubber spacer (2), steel sheath (4), limiting buffer rubber (5), level, it is characterized in that: foundation platform is comprised of cushion cap upper strata (1) and cushion cap lower floor (3) from top to bottom, is provided with rubber spacer (2) between cushion cap upper strata (1) and cushion cap lower floor (3); The outside of foundation platform is surrounded by a circle steel sheath (4), the horizontal direction of described steel sheath (4) and vertically be respectively equipped with level fixedly reinforcing bar (6) and vertical fixedly reinforcing bar (7), steel sheath (4) internal layer is provided with limiting buffer rubber (5); The level of steel sheath (4) and vertically be respectively equipped with horizontal reinforcement welding hole (8) and vertical reinforced-bar-welding hole (9), steel sheath (4) are respectively by level fixedly reinforcing bar (6) and vertical fixing reinforcing bar (7) fixed bearing platform lower floor (3).
2. the high pile foundation cushion cap of a kind of external stopping means separate type according to claim 1, is characterized in that described cushion cap upper strata (1) is the cuboid with fillet.
3. the high pile foundation cushion cap of a kind of external stopping means separate type according to claim 1, is characterized in that described cushion cap lower floor (3) is cuboid.
4. the high pile foundation cushion cap of a kind of external stopping means separate type according to claim 1, is characterized in that described level fixedly reinforcing bar (6) and vertical fixedly reinforcing bar (7) employing indented bars.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220703181 CN203022017U (en) | 2012-12-19 | 2012-12-19 | Externally-arranged limiting device separating type high pile foundation platform |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220703181 CN203022017U (en) | 2012-12-19 | 2012-12-19 | Externally-arranged limiting device separating type high pile foundation platform |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203022017U true CN203022017U (en) | 2013-06-26 |
Family
ID=48646011
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220703181 Expired - Fee Related CN203022017U (en) | 2012-12-19 | 2012-12-19 | Externally-arranged limiting device separating type high pile foundation platform |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203022017U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108797628A (en) * | 2018-07-03 | 2018-11-13 | 上海市城市建设设计研究总院（集团）有限公司 | Lift-off formula subtracts shock insulation pile foundation construction |
| CN108955660A (en) * | 2018-04-18 | 2018-12-07 | 深圳市路桥建设集团有限公司 | Deviation detection method |
| CN118704319A (en) * | 2024-08-28 | 2024-09-27 | 广东冶建施工图审查中心有限公司 | Seamless bridge assembled composite beam-steel pier and underground sliding bearing platform foundation |
-
2012
- 2012-12-19 CN CN 201220703181 patent/CN203022017U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108955660A (en) * | 2018-04-18 | 2018-12-07 | 深圳市路桥建设集团有限公司 | Deviation detection method |
| CN108955660B (en) * | 2018-04-18 | 2020-12-15 | 深圳市路桥建设集团有限公司 | Deviation detection method |
| CN108797628A (en) * | 2018-07-03 | 2018-11-13 | 上海市城市建设设计研究总院（集团）有限公司 | Lift-off formula subtracts shock insulation pile foundation construction |
| CN118704319A (en) * | 2024-08-28 | 2024-09-27 | 广东冶建施工图审查中心有限公司 | Seamless bridge assembled composite beam-steel pier and underground sliding bearing platform foundation |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108729344B (en) | A kind of two-columned pier construction waving shock insulation use in conjunction | |
| CN102535504B (en) | Seismic isolation foundation for bridge | |
| CN204000572U (en) | Friction-type steel concrete Antivibration block | |
| Poon et al. | Structural design of Taipei 101, the world’s tallest building | |
| CN204919583U (en) | Cushion cap formula shock insulation pile foundation | |
| CN102926485A (en) | Support double-layer steel plate buckling resisting energy dissipation wall | |
| CN203022017U (en) | Externally-arranged limiting device separating type high pile foundation platform | |
| CN103774767B (en) | Combined type high-rise structure energy dissipation and shock absorption enhancement layer | |
| CN104895229A (en) | Prefabricated steel joint concrete slab-column structure and hoisting method thereof | |
| CN203429554U (en) | Separating seismic mitigation and absorption supporting system for pier | |
| CN102505625A (en) | Limiting method for preventing main tower system of stayed-cable bridge of floating system from being damaged through arranging stay wire below beam end | |
| CN102926484B (en) | Cross reinforced steel plate buckling-preventing energy dissipation wall | |
| CN106245812B (en) | Wall is waved in a kind of controllable assembly of prestressing force Self-resetting damage | |
| CN102605865B (en) | Extra-high-voltage electrical equipment shock-insulating supporting seat with adjustable rigidity and damping | |
| CN202299055U (en) | Anti-seismic reinforcing structure for three-dimensional control of concrete hollow slab | |
| CN201924478U (en) | Novel building structure shock absorption node | |
| JP7270134B2 (en) | Pier structure of road bridge | |
| CN202324243U (en) | Compound seismic isolation device for high-rise large-bay masonry structure | |
| CN103485278A (en) | Sliding isolation bearing | |
| CN203890855U (en) | Sea floating bridge | |
| CN105201095A (en) | Restrained brace anti-seismic structure for super high-rise building and manufacturing method | |
| CN103526691A (en) | Basic shock insulation structure for pier | |
| CN203923881U (en) | The auxiliary cable stayed bridge of a kind of double tower three rope face combined cable | |
| CN208455456U (en) | A kind of three straddle type environmental type bridges with Horizontal Seismic support construction | |
| CN203238650U (en) | Separated high pile foundation platform for external inhaul cable type limiting device |
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: 20130626 Termination date: 20151219 |
|
| EXPY | Termination of patent right or utility model |