CN217580183U - Gravity type anchorage foundation structure - Google Patents
Gravity type anchorage foundation structure Download PDFInfo
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- CN217580183U CN217580183U CN202220749451.5U CN202220749451U CN217580183U CN 217580183 U CN217580183 U CN 217580183U CN 202220749451 U CN202220749451 U CN 202220749451U CN 217580183 U CN217580183 U CN 217580183U
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Abstract
The utility model discloses a gravity type anchorage foundation structure, including pouring in the foundation ditch and as supporting construction's underground continuous wall, concrete bottom plate has been pour to underground continuous wall's inner chamber bottom, and the layering is pour or the layering is built and is built the divider wall in underground continuous wall's the inner chamber, and a plurality of compartments are separated into with the cavity to the divider wall, and a plurality of self-compaction solidification soil layers have been pour in the layering in the compartment, and the concrete roof has been pour on underground continuous wall top. The utility model discloses a compartment is filled to self-compaction solidification soil layer, need not a large amount of concrete to self-compaction solidification soil has good mobility and self-compaction performance, so can level out naturally when pouring, also can be naturally closely knit without vibrating, greatly reduced the construction degree of difficulty.
Description
Technical Field
The utility model relates to a gravity type anchorage foundation structure belongs to bridge engineering technical field.
Background
At present, the preferred bridge type of the large-span bridge is a suspension bridge, and the gravity anchor is a type of a main cable rope anchored by the suspension bridge and bears vertical force and horizontal force transmitted by the main cable rope.
The traditional gravity type anchorage foundation has the following defects: the traditional gravity type anchorage foundation utilizes the dead weight of concrete to balance the huge pulling force of a cable rope, which means that the square demand on the concrete is large, the production process of concrete raw materials can seriously damage the environment, and in the pouring process of mass concrete, the temperature needs to be strictly controlled to prevent the temperature stress from causing cracks in the concrete, thereby increasing the construction difficulty.
SUMMERY OF THE UTILITY MODEL
The utility model provides a gravity type anchorage foundation structure has solved the problem that reveals in the background art.
In order to solve the technical problem, the utility model discloses the technical scheme who adopts is:
a gravity type anchorage foundation structure comprises an underground continuous wall which is poured in a foundation pit and serves as a supporting structure, a concrete bottom plate is poured at the bottom of an inner cavity of the underground continuous wall, partition walls are poured or built in the inner cavity of the underground continuous wall in a layered mode, the cavity is divided into a plurality of compartments by the partition walls, a plurality of self-compacting solidified soil layers are poured in the compartments in a layered mode, and a concrete top plate is poured at the top of the underground continuous wall.
A plurality of layers of rib plates are poured on the inner wall of the underground continuous wall, and each layer of rib plate surrounds the inner wall of the underground continuous wall for a circle.
The layered part of the partition wall is reserved with a pair of through holes, a pair of through reinforcing steel bars penetrate through the pair of through holes, and two ends of the pair of through reinforcing steel bars are poured in the self-compacting solidified soil layer.
The width of the end part of the partition wall close to the concrete top plate is uniformly increased from bottom to top.
And a layer of geogrid is laid between adjacent self-compacting solidified soil layers.
Longitudinal anchoring steel bars are arranged between the concrete top plate and the self-compacting solidified soil layer, between the concrete top plate and the top of the partition wall and between the concrete top plate and the top of the underground continuous wall, and oblique anchoring steel bars are arranged between the concrete top plate and the top of the inner wall of the underground continuous wall;
a part of longitudinal anchoring steel bars between the concrete top plate and the self-compacting solidified soil layer are poured in the concrete top plate, and the rest longitudinal anchoring steel bars are poured in the self-compacting solidified soil layer;
longitudinal anchoring steel bars between the concrete top plate and the top of the partition wall, wherein one part of the longitudinal anchoring steel bars is poured in the concrete top plate, and the rest part of the longitudinal anchoring steel bars is poured in the partition wall;
longitudinal anchoring steel bars between the concrete top plate and the top of the underground continuous wall, wherein one part of the longitudinal anchoring steel bars is poured in the concrete top plate, and the rest part of the longitudinal anchoring steel bars is poured in the underground continuous wall;
one end of the oblique anchoring steel bar is poured in the concrete top plate, the other end of the oblique anchoring steel bar is poured in the underground continuous wall, and the rest part of the oblique anchoring steel bar is poured in the top layer self-compacting solidified soil layer.
The self-compacting solidified soil of the self-compacting solidified soil layer is self-compacting solidified soil prepared from soil bodies generated by excavation of foundation pits and/or waste soil bodies in other projects.
The utility model discloses the beneficial effect who reaches: 1. the utility model adopts the self-compacting solidified soil layer to fill the compartment, without a large amount of concrete, and the self-compacting solidified soil has good fluidity and self-compacting performance, so that the compartment can be naturally flattened during pouring, can be naturally compacted without vibration, and greatly reduces the construction difficulty; 2. the utility model discloses an inner chamber of underground continuous wall is cut apart to the divider wall, and self-compaction solidification soil layer is pour in every compartment layering, and each compartment is under construction simultaneously, and it is long when having shortened the construction.
Drawings
Figure 1 is a top view of a gravity type tie back foundation structure;
fig. 2 isbase:Sub>A cross-sectional viewbase:Sub>A-base:Sub>A ofbase:Sub>A gravity type tie back foundation structure.
Detailed Description
The present invention will be further described with reference to the accompanying drawings. The following examples are only used to illustrate the technical solutions of the present invention more clearly, and the protection scope of the present invention is not limited thereby.
As shown in fig. 1 and 2, a gravity type anchorage foundation structure comprises an underground continuous wall 1 which is poured in a foundation pit and used as a supporting structure, a concrete bottom plate 3 is poured at the bottom of an inner cavity of the underground continuous wall 1, a partition wall 2 is poured or built in the inner cavity of the underground continuous wall 1 in a layered mode, the cavity is divided into a plurality of compartments by the partition wall 2, a plurality of self-compacting solidified soil layers 6 are poured in the compartments in a layered mode, and a concrete top plate 5 is poured at the top of the underground continuous wall 1.
The foundation pit is a circular pit, the excavation diameter is not less than 80m, the underground continuous wall 1 is poured along the edge of the foundation pit, the whole underground continuous wall is also circular, a plurality of layers of rib plates 4 are poured on the inner wall of the underground continuous wall 1, each layer of rib plate 4 surrounds the inner wall of the underground continuous wall 1 for a circle, cast-in-place concrete is selected as the material, the distance between each layer of rib plate and the corresponding layer of rib plate along the depth direction of the foundation pit is 2 to 4m, and when the self-compacting and solidifying soil layer 6 is poured, the rib plates 4 are also poured in the self-compacting and solidifying soil layer 6, so that the cementing effect between the underground continuous wall and the self-compacting and solidifying soil layer 6 is enhanced, and the pulling-resisting performance of the anchorage foundation is enhanced.
The material of the partition wall 2 is cast-in-place concrete or masonry material, layered construction is carried out, the construction height of each layer of the concrete partition wall is not more than 2m, and the construction height of each layer of the brick partition wall is not more than 3m. The number of the division walls 2 is determined according to the situation, the division walls 2 can be poured as shown in fig. 1, the inner cavity is divided into four compartments with the same size, and the size of the compartments divided by the division walls 2 is 1600-2500 m 2 Within the range.
When pouring division wall 2, a row is all reserved along length direction's to the perforation in every layering, interval to the perforation is no longer than 0.5m, later stage when pouring self-compaction solidification soil layer 6, wear in the perforation to wearing reinforcing bar 9, it is suitable to wearing reinforcing bar 9 diameter 6mm, pour in self-compaction solidification soil layer 6 at the both ends of wearing reinforcing bar 9, thereby strengthen the cementation between self-compaction solidification soil layer 6 and division wall 2, play certain anchor effect to upper and lower layer division wall 2 simultaneously. Aiming at the top division wall 2, when the top division wall is close to a concrete top plate 4-6 m, the width of the end part of the division wall 2 is uniformly increased from bottom to top, the anchoring area of the division wall and the concrete top plate 5 is increased, and the anchoring effect of the concrete top plate 5 and the division wall 2 is strengthened.
Self-compaction solidified soil layer 6 adopts self-compaction solidified soil to pour, and self-compaction solidified soil has good mobility and self-compaction performance, so can the natural shakeout when pouring, also can the natural compaction without the vibration, greatly reduced the construction degree of difficulty. The self-compacting solidified soil is prepared from a soil body generated by excavation of a foundation pit, can be prepared from waste soil bodies in other projects, and can be prepared by mixing the soil body generated by excavation of the foundation pit and the waste soil bodies in other projects if the self-compacting solidified soil is large in demand, so that local materials and resources can be recycled, the construction cost is saved, and the damage of engineering construction to the environment is reduced; however, it is necessary to ensure that the soil body cannot contain building wastes such as bricks and concrete blocks so as to avoid affecting the fluidity of the self-compacting solidified soil, and meanwhile, the PH value of the soil body is not less than 4 so as to prevent the acid environment from damaging the strength of the solidified soil. The density of the prepared self-compacting solidified soil is 1.85 to 1.90g/cm 3 The fluidity is 180 to 200mm, and the initial setting time is not earlier than 20 hours and not later than 25 hours.
When the self-compacting solidified soil layers 6 are poured, a geogrid is laid between the adjacent self-compacting solidified soil layers 6, a geogrid 8 is laid above solidified soil at intervals of 0.5m to 1m, and the geogrid 8 can reinforce the tensile strength of the self-compacting solidified soil layers 6.
The self-compaction solidified soil layer 6 and the partition wall 2 can be poured in a matched mode, namely after one layer of partition wall 2 is poured, the self-compaction solidified soil layer 6 with the corresponding height is poured into the partition bins, all the partition bins are constructed simultaneously, and the partition walls are symmetrically poured, so that the stress of the partition wall 2 is balanced, and the construction safety is guaranteed.
After all the self-compacting solidified soil layers 6 and the partition walls 2 are poured, concrete roofs 5 are poured on the tops of the underground continuous walls 1, longitudinal anchoring steel bars 7 are connected between the concrete roofs 5 and the self-compacting solidified soil layers 6, between the concrete roofs 5 and the tops of the partition walls 2 and between the concrete roofs 5 and the tops of the underground continuous walls 1, and oblique anchoring steel bars 10 are connected between the concrete roofs 5 and the tops of the inner walls of the underground continuous walls 1.
The diameter of the longitudinal anchoring steel bar 7 is not less than 10mm, one part of the longitudinal anchoring steel bar 7 between the concrete top plate 5 and the top self-compacting curing soil layer 6 is poured in the concrete top plate 5, the rest part of the longitudinal anchoring steel bar 7 is poured in the self-compacting curing soil layer 6 and is generally positioned in the two uppermost self-compacting curing soil layers 6, and the anchoring length is not less than 15d; a part of the longitudinal anchoring steel bar 7 between the concrete top plate 5 and the top of the division wall 2 is poured in the concrete top plate 5, and the rest part is poured in the division wall 2, namely the enlarged end part, and the anchoring length is not less than 10d; and a part of the longitudinal anchoring steel bars 7 between the concrete top plate 5 and the top of the underground continuous wall 1 is poured in the concrete top plate 5, the rest part is poured in the underground continuous wall 1, and the anchoring length is not less than 10d.
The diameter of the oblique anchoring steel bar 10 is not smaller than 12mm, one end of the oblique anchoring steel bar 10 is poured in the concrete top plate 5, the other end of the oblique anchoring steel bar 10 is poured in the underground continuous wall 1, the rest part of the oblique anchoring steel bar is poured in the top layer self-compacting solidified soil layer 6, the concrete top plate 5, the top layer self-compacting solidified soil layer 6 and the underground continuous wall 1 are anchored together, and the anchoring length is not smaller than 10d.
The longitudinal anchoring reinforcing steel bars 7 and the oblique anchoring reinforcing steel bars 10 can strengthen the integrity of the structure and enhance the cementing effect between two different materials of concrete and self-compacting solidified soil, so that the anchorage foundation meets the design strength requirement.
The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, a plurality of modifications and variations can be made without departing from the technical principle of the present invention, and these modifications and variations should also be regarded as the protection scope of the present invention.
Claims (7)
1. The gravity type anchorage foundation structure is characterized by comprising an underground continuous wall which is poured in a foundation pit and serves as a supporting structure, a concrete bottom plate is poured at the bottom of an inner cavity of the underground continuous wall, partition walls are poured or built in the inner cavity of the underground continuous wall in a layered mode, the cavity is divided into a plurality of compartments by the partition walls, a plurality of self-compacting solidified soil layers are poured in the compartments in a layered mode, and a concrete top plate is poured at the top of the underground continuous wall.
2. The gravity type anchorage foundation structure of claim 1, wherein a plurality of layers of ribbed plates are poured on the inner wall of the underground continuous wall, and each layer of ribbed plate surrounds the inner wall of the underground continuous wall for a circle.
3. The gravity type anchorage foundation structure of claim 1, wherein a through hole is reserved at the layered part of the partition wall, a through reinforcing steel bar is arranged in the through hole, and two ends of the through reinforcing steel bar are poured in the self-compacting solidified soil layer.
4. A gravity type anchorage foundation structure according to claim 3, wherein the width of the end of the dividing wall close to the concrete roof is uniformly increased from bottom to top.
5. A gravity anchor foundation structure as claimed in claim 1, wherein a layer of geogrid is laid between adjacent self-compacting solidified soil layers.
6. The gravity type anchorage foundation structure of claim 1, wherein longitudinal anchoring steel bars are arranged between the concrete top plate and the self-compacting solidified soil layer, between the concrete top plate and the top of the partition wall, and between the concrete top plate and the top of the underground continuous wall, and oblique anchoring steel bars are arranged between the concrete top plate and the top of the inner wall of the underground continuous wall;
a part of longitudinal anchoring steel bars between the concrete top plate and the self-compacting solidified soil layer are poured in the concrete top plate, and the rest part of longitudinal anchoring steel bars are poured in the self-compacting solidified soil layer;
longitudinal anchoring steel bars between the concrete top plate and the top of the partition wall, wherein one part of the longitudinal anchoring steel bars is poured in the concrete top plate, and the rest part of the longitudinal anchoring steel bars is poured in the partition wall;
longitudinal anchoring steel bars between the concrete top plate and the top of the underground continuous wall, wherein one part of the longitudinal anchoring steel bars is poured in the concrete top plate, and the rest part of the longitudinal anchoring steel bars is poured in the underground continuous wall;
one end of the oblique anchoring steel bar is poured in the concrete top plate, the other end of the oblique anchoring steel bar is poured in the underground continuous wall, and the rest part of the oblique anchoring steel bar is poured in the top layer self-compacting solidified soil layer.
7. A gravity type anchorage foundation structure as claimed in claim 1, wherein the self-compacting solidified soil of the self-compacting solidified soil layer is self-compacting solidified soil prepared from soil mass produced in excavation of foundation pits and/or waste soil mass produced in other projects.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220749451.5U CN217580183U (en) | 2022-04-02 | 2022-04-02 | Gravity type anchorage foundation structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220749451.5U CN217580183U (en) | 2022-04-02 | 2022-04-02 | Gravity type anchorage foundation structure |
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| Publication Number | Publication Date |
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| CN217580183U true CN217580183U (en) | 2022-10-14 |
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| CN202220749451.5U Active CN217580183U (en) | 2022-04-02 | 2022-04-02 | Gravity type anchorage foundation structure |
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| CN (1) | CN217580183U (en) |
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