CN212316973U - Separated seismic isolation and reduction pile group foundation - Google Patents
Separated seismic isolation and reduction pile group foundation Download PDFInfo
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- CN212316973U CN212316973U CN202021029106.1U CN202021029106U CN212316973U CN 212316973 U CN212316973 U CN 212316973U CN 202021029106 U CN202021029106 U CN 202021029106U CN 212316973 U CN212316973 U CN 212316973U
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- pile foundation
- seismic isolation
- shock insulation
- bearing platform
- cushion cap
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- 238000002955 isolation Methods 0.000 title claims abstract description 42
- 230000009467 reduction Effects 0.000 title claims description 12
- 230000035939 shock Effects 0.000 claims abstract description 37
- 238000009413 insulation Methods 0.000 claims abstract description 31
- 238000010276 construction Methods 0.000 claims abstract description 13
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 12
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 8
- 239000010959 steel Substances 0.000 claims abstract description 8
- 230000010354 integration Effects 0.000 claims abstract 2
- 238000004873 anchoring Methods 0.000 claims description 7
- 239000004567 concrete Substances 0.000 claims description 7
- 239000000498 cooling water Substances 0.000 claims description 4
- 239000004568 cement Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 2
- 238000010521 absorption reaction Methods 0.000 claims 2
- 238000000926 separation method Methods 0.000 abstract description 3
- 230000002035 prolonged effect Effects 0.000 abstract description 2
- 230000002787 reinforcement Effects 0.000 abstract description 2
- 230000009471 action Effects 0.000 description 7
- 238000000034 method Methods 0.000 description 6
- 238000006073 displacement reaction Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 238000013016 damping Methods 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000036571 hydration Effects 0.000 description 1
- 238000006703 hydration reaction Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 230000007480 spreading Effects 0.000 description 1
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Abstract
The utility model discloses a disconnect-type subtracts isolation groupware basis, including pier stud, cushion cap and pile foundation, be provided with the shock insulation layer between pile foundation top and the cushion cap, the pile foundation is located the intraformational parallel groove of shock insulation to can freely slide in the shock insulation layer, between pier stud and the cushion cap, all pour through pre-buried ordinary reinforcing bar and integration between shock insulation layer and the cushion cap and connect into wholly. The utility model has simple and innovative structure and more reasonable stress, can not only meet the normal use function of the grouped pile foundation and the bearing platform, but also realize the separation of the grouped pile foundation and the bearing platform under strong earthquake; the basic period of the structure is prolonged, the earthquake motion peak value of the structure is effectively reduced, so that the pile foundation is extremely little or even not damaged under the earthquake, and the earthquake resistance of the bridge structure is greatly improved; the reinforcement ratio of the pile foundation is reduced, the design of a steel pile casing and a seismic isolation bearing of the pile foundation is cancelled, and the construction cost is saved.
Description
Technical Field
The utility model belongs to the technical field of bridge engineering, concretely relates to disconnect-type subtracts isolation groupware basis.
Background
With the frequent occurrence of earthquakes worldwide in recent years, the earthquake-resistant design of bridges based on lifeline engineering has attracted much attention. With the continuous accumulation of knowledge on earthquake damage, the standards and methods for earthquake-resistant design of bridges at home and abroad are continuously improved, and the earthquake-resistant design method based on performance for two-stage level fortification is definitely provided in the detail design rules for earthquake-resistant design of road bridges (JTG/T B02-01-2008), the standards for earthquake-resistant design of road engineering (JTG B02-2013) and the standards for earthquake-resistant design of urban bridges (CJJ 166-2011) which are currently implemented in China.
According to the above specification requirements, in areas with 7 degrees or above of seismic fortification intensity, under the input of an earthquake with the level of E2, for a bridge pile foundation structure consolidated in a bearing platform, a pile foundation often bears a large vertical tensile force due to a strong bending moment transmitted to the bottom surface of the bearing platform, and even the pile foundation may be broken, so that the requirement that the pile foundation in the specification is used as a capacity protection member cannot be met. The engineering technicians in the field reduce the seismic force transmitted to the foundation by the huge upper structure by introducing the seismic isolation devices (rubber damping supports, steel damping elements, viscous dampers and the like) between the upper part and the lower part of the bridge, but the method has unsatisfactory improvement effect for high-rise bridge towers, piers and continuous rigid frame bridges, and the seismic isolation devices have high cost and need to be regularly checked, maintained and replaced in the operation period, thereby greatly increasing the engineering construction cost.
SUMMERY OF THE UTILITY MODEL
In view of the above-mentioned technical defect who exists in the basic design, the utility model aims at providing a shock insulation pile group foundation is subtracted to disconnect-type, this foundation construction is simple, construction cost hangs down and has good shock resistance.
Realize the utility model discloses the technical scheme of purpose does: a separated seismic isolation and reduction pile foundation comprises a pier stud, a bearing platform, a seismic isolation layer and a pile foundation; the shock insulation layer is located between the top of the pile foundation and the bearing platform, the pile foundation is located in parallel grooves in the shock insulation layer and can freely slide in the shock insulation layer, and the pier column and the bearing platform and the shock insulation layer and the bearing platform are integrally cast and connected into a whole through embedded steel bars.
Furthermore, the bearing platform is large-volume concrete for layered pouring construction, and a construction method of pouring twice is adopted, so that layered pouring positions are selected between the seismic isolation layer and the bearing platform.
Furthermore, the two-time pouring age is not more than 10 days, and cooling water pipes are buried in the bearing platform and the seismic isolation layer.
Furthermore, a pressure-bearing reinforcing mesh is arranged in the position right above the top of the pile foundation, the shock insulation layer and the bearing platform.
Preferably, the reinforcing mesh is a D10 cold-rolled ribbed reinforcing mesh, and 4-6 layers are arranged from top to bottom.
Further, anchoring connecting ribs are embedded in the top of the pile foundation.
And further, a cement slurry layer is arranged between the top of the pile foundation and the seismic isolation layer.
Furthermore, gaps are arranged at the edges of the grooves in the shock insulation layers, and rubber shock-proof buffer gaskets are arranged on the periphery in the grooves.
Preferably, the gap is 5cm, and the rubber shockproof buffer gasket is 2-3 cm.
Furthermore, limit stops are arranged on the inner periphery of the seismic isolation layer.
Compared with the prior art, the beneficial effects of the utility model are that: (1) the pile foundation separation device has the advantages that the structure is simple and innovative, the stress is more reasonable, the normal use function of the pile foundation and the bearing platform can be met, the separation of the pile foundation and the bearing platform under strong earthquake can be realized, the pile foundation on one side is prevented from being broken due to overlarge tension, and the pile foundation on the other side is prevented from bearing larger earthquake pressure; (2) the basic period of the structure is prolonged, the earthquake motion peak value of the structure is effectively reduced, so that the pile foundation is extremely little or even not damaged under the earthquake, and the earthquake resistance of the bridge structure is greatly improved; (3) the reinforcement ratio of the pile foundation is reduced, the design of a steel pile casing and a seismic isolation bearing of the pile foundation is cancelled, and the construction cost is saved.
Drawings
Fig. 1 is a schematic elevation view of a cable-stayed bridge system.
FIG. 2 is a schematic elevation view of a continuous rigid frame system.
Fig. 3 is an elevational schematic of a continuous beam structural system.
Fig. 4 is a schematic structural diagram of a separated seismic isolation and reduction pile foundation (four piles).
Fig. 5 is a schematic view of a top plan configuration of the pile foundation of fig. 4.
Fig. 6 is an enlarged view of a portion a of fig. 4.
Reference numbers in the figures: the pier column 1, the bearing platform 2, the seismic isolation layer 3, the grouped pile foundation 4, the limit stop 5, the rubber shock-proof cushion 6, the groove 7, the anchoring connecting rib 8, the pressure-bearing reinforcing mesh 9, the P1, the P2, the T1 and the T2 are respectively a pier and a bridge tower which are provided with fixed supports or are fixedly connected.
Detailed Description
The present invention will be further described with reference to the accompanying drawings and the detailed description.
As shown in fig. 4, the separated seismic isolation and reduction pile foundation comprises a pier stud 1, a bearing platform 2, a seismic isolation layer 3 and a pile foundation 4. The shock insulation layer 3 is located between the top of the pile foundation 4 and the bearing platform 2, the pile foundation 4 is located in parallel grooves of the shock insulation layer 3 and can freely slide in the parallel grooves of the shock insulation layer 3, and the pier column 1 and the bearing platform 2, and the shock insulation layer 3 and the bearing platform 2 are connected into a whole through embedded common steel bars and integrated pouring.
Furthermore, the bearing platform 2 is often large-volume concrete for layered pouring construction, and a construction method of pouring twice is adopted, and layered pouring positions are selected between the seismic isolation layer 3 and the bearing platform 2.
Furthermore, the two-time pouring age is not more than 10 days, and cooling water pipes are buried in the bearing platform 2 and the shock insulation layer 3.
Furthermore, a pressure-bearing reinforcing mesh is arranged right above the top of the pile foundation 4, in the shock insulation layer 3 and the bearing platform 2 to diffuse the pressure stress.
Preferably, the reinforcing mesh is a D10 cold-rolled ribbed reinforcing mesh, and 4-6 layers are arranged from top to bottom.
Furthermore, the anchoring connecting ribs are embedded in the tops of the pile foundations 4 to guarantee that the pile foundations 4 can provide restraint in a normal use state, the anchoring connecting ribs are cut off when an earthquake occurs, pile top restraint force is released to form a separated shock insulation foundation, and damage to the pile foundations 4 under the earthquake is effectively reduced.
Further, mutual sliding is realized between the top of the pile foundation 4 and the seismic isolation layer 3 through arranging a cement paste layer.
Furthermore, gaps are arranged on the edges of grooves in the shock insulation layer 3, and rubber shock-proof buffer gaskets are arranged on the periphery in the grooves.
Preferably, the gap is 5cm, and the rubber shockproof buffer gasket is 2-3 cm.
Furthermore, limit stops are arranged on the inner periphery of the shock insulation layer 3 to reduce residual displacement after shock, and vertical supporting capability of the pile foundation under the action of strong shock caused by sliding out of the bottom surface of the bearing platform 2 is avoided.
The utility model discloses the structure has wide application prospect and fine spreading value to the bridge structures in high intensity area.
Examples
As shown in figures 1-3, the utility model is applicable to several bridge structure systems.
As shown in fig. 4 to 6, in the embodiment, a separated seismic isolation and reduction pile foundation mainly comprises a pier stud 1, a bearing platform 2, a seismic isolation layer 3 and a pile foundation 4, wherein the seismic isolation layer 3 is located below the bearing platform 2, the seismic isolation layer 3 and the bearing platform 2 are poured together to form a whole, the pier stud 1 and the bearing platform 2 are fixed into a whole according to a conventional construction method, a plurality of parallel grooves 7 are formed when the seismic isolation layer 3 is poured in a vertical mold, the grooves 7 are arranged in longitudinal and transverse symmetry and are pulled through upwards in a longitudinal bridge, and the pile foundation 4 falls into the grooves 7 respectively by taking one row (row) as a unit.
For better performance the utility model discloses the advantage of structure improves structural durability, proposes following several points and constructs the detailed requirement:
the bearing platform 2 is made of mass concrete, a construction method of pouring in two times is adopted, a layered pouring position is selected between the shock insulation layer 3 and the bearing platform 2, the two-time pouring age is not more than 10 days, and meanwhile, cooling water pipes are buried in the bearing platform 2 and the shock insulation layer 3 to eliminate hydration heat influence.
The top of the pile group foundation 4 is embedded into the seismic isolation layer 3 for a certain length, and the depth of embedding can be selected to be 0.6-1.0 time of the diameter of a pile foundation according to the seismic fortification intensity grade of the bridge, so that the pile foundation is prevented from being pulled away under the action of a vertical earthquake.
In the implementation process, pile group foundation 4 adopts and bores (dig) the construction of hole bored concrete pile, and the bored concrete pile top elevation should be higher than design pile top elevation 0.5 ~ 1.0m to guarantee pile foundation top concrete strength, the pile head part of rising is chiseled off, chisels off the in-process and leaves one deck grout in order to realize the mutual slip between 4 tops of pile group foundation and shock insulation layer 3.
And 4-6 layers of pressure-bearing reinforcing mesh 9 are arranged in the shock insulation layer 3 and the bearing platform 2 to diffuse the compressive stress at the top of the grouped pile foundation 4, and the pressure-bearing reinforcing mesh 9 can be D10 cold-rolled ribbed reinforcing mesh and is arranged from top to bottom.
The top of the pile group foundation 4 is pre-embedded with an anchoring connecting rib 8, under the action of static load, the pile foundation and the bearing platform cannot slide relatively, and the pile foundation bears vertical force from the upper part and shearing force and bending moment in two horizontal directions. However, under the action of earthquake, the anchoring connecting ribs are sheared, the pile foundation is separated from the bearing platform, the pile top constraint force is released, and the earthquake reaction of the pile foundation is effectively reduced. The static load comprises wind load, automobile load, temperature, shrinkage and creep and the like.
Under the action of earthquake, the pile group foundation 4 is allowed to generate relative slip in the groove 7, and earthquake energy can be consumed in the slip process. The result of earthquake-resistant calculation shows that the slippage is generally between 0.005 and 0.03m, therefore, gaps of 0.05m are arranged around the groove 7 to meet the requirement of displacement stroke of the top of the pile foundation under an earthquake, and meanwhile, rubber shock-proof cushions 6 of 2 to 3cm are arranged in the gaps to relieve the impact action of the earthquake.
In order to avoid the phenomenon that the grouped pile foundation 4 slides out of the bottom planes of the bearing platform 2 and the shock insulation layer 3 under the action of strong shock, so that the vertical supporting capacity is lost, the residual displacement after the shock is reduced, and the limit stop 5 is arranged on the inner periphery of the shock insulation layer 3. The limit stop 5 is of a reinforced concrete structure and is integrally poured with the shock insulation layer 3, and a rubber cushion layer covers the surface of the limit stop.
From the foregoing, it will be apparent to those skilled in the art that numerous modifications and variations can be made in accordance with the inventive concept. Therefore, the present invention is not limited to the embodiments, and any improvement and modification made by those skilled in the art without departing from the scope of the present invention shall fall within the protection scope of the present invention.
Claims (10)
1. The utility model provides a disconnect-type subtracts isolation groupware basis, includes pier stud, cushion cap, shock insulation layer and pile foundation, its characterized in that, the shock insulation layer is located between pile foundation top and the cushion cap, and the pile foundation is located the intraformational parallel groove of shock insulation to can freely slide in the recess, between pier stud and the cushion cap, all pour through embedded steel and integration between shock insulation layer and the cushion cap and connect into whole.
2. The separated seismic isolation and reduction pile foundation according to claim 1, wherein the bearing platform is concrete which is constructed by layered pouring, and the layered pouring position is selected between the seismic isolation layer and the bearing platform by adopting a construction method of pouring in two times.
3. The separated seismic isolation and reduction pile foundation according to claim 2, wherein the two-time pouring age is not more than 10 days, and cooling water pipes are buried in the bearing platform and the seismic isolation layer.
4. The separated seismic isolation and reduction pile foundation as claimed in claim 1, wherein a pressure-bearing reinforcing mesh is arranged in the seismic isolation layer and the bearing platform at a position right above the top of the pile foundation.
5. The separated seismic isolation and reduction pile foundation as claimed in claim 4, wherein the steel mesh is D10 cold-rolled ribbed steel mesh, and 4-6 layers are arranged from top to bottom.
6. The separated seismic isolation and reduction pile foundation of claim 1, wherein anchoring connecting ribs are embedded in the top of the pile foundation.
7. The split seismic isolation group pile foundation of claim 1, wherein a cement slurry layer is arranged between the top of the pile foundation and the seismic isolation layer.
8. The separated seismic isolation group pile foundation of claim 1, wherein a gap is formed at the edge of a groove in the seismic isolation layer, and a rubber seismic absorption cushion is arranged around the groove.
9. The separated seismic isolation and reduction pile foundation of claim 8, wherein the gap is 5cm, and the rubber shock absorption cushion is 2-3 cm.
10. The separated seismic isolation group pile foundation of claim 1, wherein limit stops are arranged on the inner periphery of the seismic isolation layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021029106.1U CN212316973U (en) | 2020-06-05 | 2020-06-05 | Separated seismic isolation and reduction pile group foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021029106.1U CN212316973U (en) | 2020-06-05 | 2020-06-05 | Separated seismic isolation and reduction pile group foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN212316973U true CN212316973U (en) | 2021-01-08 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202021029106.1U Expired - Fee Related CN212316973U (en) | 2020-06-05 | 2020-06-05 | Separated seismic isolation and reduction pile group foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN212316973U (en) |
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2020
- 2020-06-05 CN CN202021029106.1U patent/CN212316973U/en not_active Expired - Fee Related
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| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20210108 |