CN116024985A - Foundation pit supporting method of wind power generation tower foundation bearing platform and field structure thereof - Google Patents
Foundation pit supporting method of wind power generation tower foundation bearing platform and field structure thereof Download PDFInfo
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- CN116024985A CN116024985A CN202211663677.4A CN202211663677A CN116024985A CN 116024985 A CN116024985 A CN 116024985A CN 202211663677 A CN202211663677 A CN 202211663677A CN 116024985 A CN116024985 A CN 116024985A
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Abstract
The application discloses a foundation pit supporting method and a field structure thereof suitable for a foundation bearing platform of a wind power generation tower, which relate to the field of foundation pit supporting, so as to adapt to foundation pit supporting of geological conditions of high-sensitivity silt soil, and have the advantages of good foundation pit stability, high soil bearing capacity and reduced pressure of pile foundation ends. The foundation pit supporting method comprises the following steps: s1, constructing a plurality of circles of engineering pile groups, wherein a plurality of engineering piles are uniformly arranged in the circumferential direction of each circle of engineering pile group, and the part of each engineering pile, which is higher than the elevation of the bottom of a foundation pit, is used for being connected with a foundation bearing platform; s2, constructing a plurality of circles of jet grouting pile groups, wherein each circle of jet grouting pile group is uniformly provided with a plurality of jet grouting piles along the circumferential direction of the circle, one circle of jet grouting pile group is arranged between two adjacent circles of engineering pile groups, and the elevation of the bottom of each jet grouting pile is lower than that of the circular arc sliding surface; s3, constructing a plurality of steel sheet piles, connecting the steel sheet piles in an end-to-end mode, enclosing an excavation area by the steel sheet piles, and arranging a plurality of circles of engineering pile groups and a plurality of circles of jet grouting pile groups in the excavation area; s4, excavating an excavation area.
Description
Technical Field
The application relates to the field of foundation pit support, in particular to a foundation pit support method of a foundation bearing platform of a wind power generation tower and a field structure of the foundation pit support method.
Background
Wind energy is a clean renewable energy source, in recent years, when wind power generation is urgently needed to be developed in the southeast coastal areas of China, a foundation pit is needed to be excavated on the ground during installation of a fan, a foundation bearing platform of a wind power generation tower is buried in the foundation pit, wherein the foundation bearing platform is used for bearing the wind power generation tower at the upper part, a plurality of areas of southeast coastal areas are soft soil foundations, namely the foundations are high-sensitivity silt soil, the high-sensitivity silt soil has the characteristics of high water content, high compressibility, low strength, high sensitivity, low permeability and the like, the high-sensitivity silt soil has low gas and water discharge speed in the consolidation process, the later settlement of the foundation is possibly larger, the damage such as cracking of the upper building is caused, and the high-sensitivity silt soil is a poor foundation condition of engineering,
in the prior art, before a foundation pit is excavated, a plurality of steel sheet piles are firstly driven into the ground, the plurality of steel sheet piles are enclosed into an excavation area, then a plurality of engineering piles are driven into the excavation area, the top of each engineering pile is driven into a designed elevation (the elevation position is slightly higher than the bottom elevation of the foundation pit, so that the part of the engineering pile which is higher than the foundation pit can be poured together with a foundation bearing platform), and after all the engineering piles are distributed, high-sensitivity silt soil in the excavation area is excavated until the bottom elevation of the foundation pit is excavated;
however, in engineering construction, because the high-sensitivity silt soil has the characteristics of high compressibility, low strength, high sensitivity and the like, when the engineering machinery excavates a foundation pit, engineering disturbance is generated, soil mass is easy to slide along an arc sliding surface at a position below the elevation of the bottom of the foundation pit, and even engineering piles are sheared off, so that the foundation pit is unstable, and therefore, the pile foundation on the high-sensitivity silt soil layer has low bearing capacity under pressure, and structural instability and the like are easy to be caused by poor mechanical properties of the soil mass. It follows that highly sensitive mucky soils pose a great threat to the stability and safety of engineering construction due to their extremely unstable and unique properties.
Disclosure of Invention
Therefore, the foundation pit supporting method of the wind power generation tower foundation bearing platform and the field structure thereof are provided, so that the foundation pit supporting method is suitable for the geological conditions of high-sensitivity silt soil, the stability of the foundation pit is good, the bearing capacity of soil is high, and the pressure of the end part of a pile foundation is reduced.
In order to achieve the above object, the present application provides the following technical solutions:
a foundation pit supporting method suitable for a wind power generation tower foundation bearing platform comprises the following steps:
s1, constructing a plurality of circles of engineering pile groups, wherein a plurality of engineering piles are uniformly arranged in the circumferential direction of each circle of engineering pile group, the circle centers of the plurality of circles of engineering pile groups coincide, the elevation of the top of each engineering pile is higher than the elevation of the bottom of a foundation pit, and the part of each engineering pile, which is higher than the elevation of the bottom of the foundation pit, is used for being connected with a foundation bearing platform;
s2, constructing a plurality of circles of jet grouting pile groups, wherein each circle of jet grouting pile group uniformly arranges a plurality of jet grouting piles along the circumferential direction of the circle, the circle centers of the circles of jet grouting pile groups coincide, one circle of jet grouting pile group is arranged between two adjacent circles of engineering pile groups, the circle centers of the jet grouting pile groups coincide with the circle centers of the engineering pile groups, the elevation of the top of the jet grouting pile is equal to the elevation of the bottom of the foundation pit, and the elevation of the bottom of the jet grouting pile is lower than the elevation of the circular arc sliding surface;
s3, after the jet grouting piles reach maintenance requirements, constructing a plurality of steel sheet piles, connecting locking openings of two adjacent steel sheet piles, connecting the steel sheet piles at first, enclosing the steel sheet piles into an excavation area, wherein a plurality of circles of engineering pile groups and a plurality of circles of jet grouting pile groups are positioned in the excavation area, and the top elevation of the steel sheet piles is equal to the ground elevation;
s4, excavating the excavation area until the foundation pit bottom elevation is excavated.
Preferably, the excavation area is rectangular, the inner side wall of a rectangular body surrounded by a plurality of steel sheet piles is supported by four supporting beams, two ends of each supporting beam are respectively connected to two adjacent edges of the rectangle, and the four supporting beams are in one-to-one correspondence with four corners of the rectangle.
Preferably, the elevation of the foundation pit bottom is-4 to-5 m.
Preferably, the diameter of the jet grouting pile is 500mm, and the diameter of the engineering pile is 800mm.
Preferably, the arc distance of the diameters of two adjacent jet grouting piles of each circle is 3 times the diameter of the jet grouting pile, and the arc distance of the diameters of two adjacent engineering piles of each circle is 3 times the diameter of the engineering pile.
Preferably, after step S4 is completed, a cushion layer is laid at the bottom of the foundation pit from bottom to top, and the cushion layer covers a plurality of circles of engineering pile groups.
The application also discloses a site structure of a foundation bearing platform of a wind power generation tower, which comprises a foundation bearing platform, a plurality of circles of engineering pile groups and a plurality of circles of jet grouting pile groups, wherein the engineering pile groups are uniformly arranged with a plurality of engineering piles along the circumferential direction of the circles, the circle centers of the engineering pile groups are overlapped, the elevation of the top of the engineering pile is higher than the elevation of the bottom of a foundation pit, the jet grouting pile groups are uniformly arranged with a plurality of jet grouting piles along the circumferential direction of the circles, the circle centers of the jet grouting pile groups are overlapped, a circle of the jet grouting pile groups is arranged between two adjacent circles of the engineering pile groups, the circle centers of the jet grouting pile groups are overlapped with the circle centers of the engineering pile groups, the elevation of the top of the jet grouting pile is equal to the elevation of the bottom of the foundation pit, and the elevation of the bottom of the jet grouting pile is lower than the elevation of an arc sliding surface; the part of the top of the engineering pile, which is higher than the bottom of the foundation pit, is connected to the bottom of the foundation pile cap, and a cushion layer is paved between the foundation pile cap and the bottom of the foundation pit; the bottom of the foundation pile cap is circular, the center of the bottom of the foundation pile cap coincides with the center of the engineering pile group, and the projection of the foundation pile cap towards the bottom of the foundation pit covers a plurality of circles of the engineering pile group and a plurality of circles of the jet grouting pile group.
The application has the following advantages:
the shear strength of the soil body can be increased by the jet grouting piles, the elevation of the bottom of the jet grouting piles is lower than that of the arc sliding surface, the soil body can slide along the arc sliding surface after engineering disturbance can be effectively prevented, a plurality of jet grouting piles and a plurality of engineering piles are arranged along the circumferential direction, a plurality of jet grouting pile groups and a plurality of engineering pile groups are alternately arranged, foundation pit stability and soil bearing capacity can be improved, foundation pit instability is prevented, the engineering piles can be matched, supporting force to a foundation bearing platform is improved, and the pressure of the end part of a pile foundation is reduced.
Drawings
For a more visual illustration of the prior art and the present application, several exemplary drawings are presented below. It should be understood that the specific shape and configuration shown in the drawings should not be considered in general as limiting upon the practice of the present application; for example, based on the technical concepts and exemplary drawings disclosed herein, those skilled in the art have the ability to easily make conventional adjustments or further optimizations for the add/subtract/assign division, specific shapes, positional relationships, connection modes, dimensional scaling relationships, etc. of certain units (components).
FIG. 1 is a construction flow chart of a foundation pit supporting method of a foundation pile cap of a wind power generation tower according to an embodiment of the present application;
FIG. 2 is a schematic top view of a foundation pit support method of a foundation pile of a wind power generation tower according to an embodiment of the present disclosure;
FIG. 3 is a schematic side view of a foundation pit support method of a foundation pile of a wind power generation tower according to an embodiment of the present application;
fig. 4 is a schematic structural diagram of a site structure of a wind power tower foundation pile provided in an embodiment of the present application.
Reference numerals illustrate:
1. an engineering pile group; 11. engineering piles; 2. a jet grouting pile group; 21. jet grouting piles; 3. steel sheet piles; 4. a support beam; 5. a foundation pit; 51. elevation of the foundation pit bottom; 6. elevation of the ground; 7. a base bearing platform; 8. and (3) a cushion layer.
Detailed Description
In order to make the objects, technical solutions and advantages of the present application more apparent, the present application will be further described in detail with reference to the accompanying drawings and examples. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the present application.
In the description of the present application: the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements but may include other steps or elements not expressly listed but inherent to such process, method, article, or apparatus or steps or elements added to further optimization schemes based on the concepts of the present application.
Referring to fig. 1-3, the application discloses a foundation pit supporting method suitable for a wind power generation tower foundation bearing platform, comprising the following steps:
s1, constructing a plurality of circles of engineering pile groups 1, wherein a plurality of engineering piles 11 are uniformly arranged in the circumferential direction of each circle of engineering pile group 1, the circle centers of the circles of engineering pile groups 1 are overlapped, the elevation of the top of each engineering pile 11 is higher than the elevation 51 of the bottom of a foundation pit, and the part of each engineering pile 11, which is higher than the elevation 51 of the bottom of the foundation pit, is used for being connected with a foundation bearing platform 7;
s2, constructing a plurality of circles of jet grouting pile groups 2, uniformly arranging a plurality of jet grouting piles 21 along the circumferential direction of each circle of jet grouting pile group 2, enabling the circle centers of the circles of jet grouting pile groups 2 to coincide, arranging one circle of jet grouting pile group 2 between two adjacent circles of engineering pile groups 1, enabling the circle centers of the jet grouting pile groups 2 to coincide with the circle centers of the engineering pile groups 1, enabling the elevation of the top of each jet grouting pile 21 to be equal to the elevation 51 of the bottom of a foundation pit, and enabling the elevation of the bottom of each jet grouting pile 21 to be lower than the elevation of an arc sliding surface;
s3, after the jet grouting piles 21 meet maintenance requirements, constructing a plurality of steel sheet piles 3, connecting locking openings of two adjacent steel sheet piles 3, connecting the plurality of steel sheet piles 3 in an end-to-end mode, enclosing the plurality of steel sheet piles 3 into an excavation area, wherein a plurality of circles of engineering pile groups 1 and a plurality of circles of jet grouting pile groups 2 are positioned in the excavation area, and the elevation of the top of each steel sheet pile 3 is equal to the elevation 6 of the ground;
s4, excavating an excavation area until the foundation pit bottom elevation 51 is excavated.
The shear strength of the soil body can be increased by the jet grouting piles 21, the elevation of the bottom of the jet grouting piles 21 is lower than that of the arc sliding surface, the soil body can be effectively prevented from sliding along the arc sliding surface after engineering disturbance, a plurality of circles of jet grouting piles 21 and a plurality of engineering piles 11 are arranged along the circumferential direction, a plurality of circles of jet grouting pile groups 2 and a plurality of circles of engineering pile groups 1 are alternately arranged, the stability and the bearing capacity of the soil body of the foundation pit 5 can be improved, the instability of the foundation pit 5 is prevented, the supporting force of the foundation pile platform 7 can be improved by matching with the engineering piles 11, and the pressure of the end part of a pile foundation pile is reduced.
The bottom of the foundation pile cap 7 is circular, namely the bottom of the foundation pile cap 7 is exactly matched with the multi-circle jet grouting pile group 2 and the multi-circle engineering pile group 1; the structure and the connection mode of the steel sheet pile 3 are the prior art, and the description thereof is omitted; when pouring the foundation pile cap 7, pouring the part of the top of the engineering pile 11 with the foundation pile cap 7 at the part of the engineering pile 11 higher than the foundation pit bottom elevation 51; the foundation pit bottom elevation 51 refers to the elevation of the foundation pit 5 bottom, and is generally referenced to the ground (ground elevation 6 is 0 m).
The multi-circle engineering pile group 1 and the multi-circle jet grouting pile group 2 are sequentially arranged from inside to outside.
Due to the adoption of the steel sheet piles 3 for supporting, the stability of the side slope of the foundation pit 5 is good, so that the side slope is not required to be laid, and the excavation quantity is reduced.
It should be further explained that the position of the arc sliding surface is obtained through engineering calculation (usually adopting an arc sliding method), in general engineering, when the soil body is unstable along the arc sliding surface, the soil body on one side of the arc sliding surface sinks, and the soil body on the other side of the arc sliding surface warps upwards, and in the application, the arc sliding surface is positioned below the foundation pit bottom elevation 51; the engineering pile 11 is transported to a construction site in advance after prefabrication is completed, and is driven into a soil layer by a pile driver, the jet grouting pile 21 is formed by drilling a jet grouting pipe and a nozzle on the site by using a drilling machine, and the pre-prepared slurry is sprayed out from a nozzle at the side of the grouting pipe at a high speed after the slurry is enabled to obtain huge energy by a high-pressure generating device, so that a high-energy concentrated liquid flow is formed, a soil body is directly destroyed, a drill rod rotates and is lifted in the spraying process, the slurry and the soil body are fully stirred and mixed, and a columnar concretion body with a certain diameter is formed in the soil, so that the foundation is reinforced.
Referring to fig. 2-3, the excavated area is rectangular, the inner side wall of a rectangular body surrounded by a plurality of steel sheet piles 3 is supported by four supporting beams 4, two ends of the supporting beams 4 are respectively connected to two adjacent sides of the rectangle, and the four supporting beams 4 are in one-to-one correspondence with four corners of the rectangle. The support beam 4 can increase the stability of the steel sheet pile 3, wherein the elevation of the bottom of the steel sheet pile 3 is lower than the elevation 51 of the bottom of the foundation pit.
The elevation 51 of the foundation pit bottom is-4 to-5 m.
The diameter of the jet grouting pile 21 is 500mm, and the diameter of the engineering pile 11 is 800mm. No engineering piles 11 are arranged among the plurality of circles of jet grouting pile groups 2 in the innermost layer of the plurality of circles of jet grouting pile groups 2.
The arc distance of the diameters of two adjacent jet grouting piles 21 of each circle is 3 times the diameter of the jet grouting piles 21, and the arc distance of the diameters of two adjacent engineering piles 11 of each circle is 3 times the diameter of the engineering piles 11.
Referring to fig. 3, after step S4 is completed, a cushion layer 8 is laid at the bottom of the foundation pit 5 from bottom to top, and the cushion layer 8 covers the multi-turn engineering pile group 1. The cushion layer 8 can increase the supporting force of the foundation pile 7.
Referring to fig. 2-4, the application further discloses a site structure of a foundation pile cap of a wind power generation tower, which comprises a foundation pile cap 7, a plurality of circles of engineering pile groups 1 and a plurality of circles of jet grouting pile groups 2, wherein a plurality of engineering piles 11 are uniformly arranged in the circumferential direction of each circle of engineering pile group 1, the circle centers of the plurality of circles of engineering pile groups 1 are overlapped, the elevation of the top of each engineering pile 11 is higher than the elevation of the bottom of a foundation pit 5, a plurality of jet grouting piles 21 are uniformly arranged in the circumferential direction of each circle of the jet grouting pile groups 2, the circle centers of the plurality of circles of the jet grouting pile groups 2 are overlapped, a circle of the jet grouting pile groups 2 is arranged between two adjacent circles of engineering pile groups 1, the circle centers of the jet grouting pile groups 2 are overlapped with the circle centers of the engineering pile groups 1, the elevation of the top of the jet grouting piles 21 is equal to the elevation of the bottom of the foundation pit 5, and the elevation of the bottom of the jet grouting pile 21 is lower than the elevation of an arc sliding surface; the part of the top of the engineering pile 11, which is higher than the bottom of the foundation pit 5, is connected to the bottom of the foundation pile cap 7, and a cushion layer 8 is laid between the foundation pile cap 7 and the bottom of the foundation pit 5; the bottom of the foundation pile cap 7 is circular, the center of the bottom of the foundation pile cap 7 coincides with the center of the engineering pile group 1, and the projection of the foundation pile cap 7 towards the bottom of the foundation pit 5 covers the multi-circle engineering pile group 1 and the multi-circle jet grouting pile group 2.
Any combination of the technical features of the above embodiments may be performed (as long as there is no contradiction between the combination of the technical features), and for brevity of description, all of the possible combinations of the technical features of the above embodiments are not described; these examples, which are not explicitly written, should also be considered as being within the scope of the present description.
The foregoing has outlined and detailed description of the present application in terms of the general description and embodiments. It should be appreciated that numerous conventional modifications and further innovations may be made to these specific embodiments, based on the technical concepts of the present application; but such conventional modifications and further innovations may be made without departing from the technical spirit of the present application, and such conventional modifications and further innovations are also intended to fall within the scope of the claims of the present application.
Claims (7)
1. The foundation pit supporting method of the wind power generation tower foundation bearing platform is characterized by comprising the following steps of:
s1, constructing a plurality of circles of engineering pile groups, wherein a plurality of engineering piles are uniformly arranged in the circumferential direction of each circle of engineering pile group, the circle centers of the plurality of circles of engineering pile groups coincide, the elevation of the top of each engineering pile is higher than the elevation of the bottom of a foundation pit, and the part of each engineering pile, which is higher than the elevation of the bottom of the foundation pit, is used for being connected with a foundation bearing platform;
s2, constructing a plurality of circles of jet grouting pile groups, wherein each circle of jet grouting pile group uniformly arranges a plurality of jet grouting piles along the circumferential direction of the circle, the circle centers of the circles of jet grouting pile groups coincide, one circle of jet grouting pile group is arranged between two adjacent circles of engineering pile groups, the circle centers of the jet grouting pile groups coincide with the circle centers of the engineering pile groups, the elevation of the top of the jet grouting pile is equal to the elevation of the bottom of the foundation pit, and the elevation of the bottom of the jet grouting pile is lower than the elevation of the circular arc sliding surface;
s3, after the jet grouting piles reach maintenance requirements, constructing a plurality of steel sheet piles, connecting locking openings of two adjacent steel sheet piles, connecting the steel sheet piles at first, enclosing the steel sheet piles into an excavation area, wherein a plurality of circles of engineering pile groups and a plurality of circles of jet grouting pile groups are positioned in the excavation area, and the top elevation of the steel sheet piles is equal to the ground elevation;
s4, excavating the excavation area until the foundation pit bottom elevation is excavated.
2. The foundation pit supporting method according to claim 1, wherein the excavated area is rectangular, the inner side walls of a rectangular body surrounded by the plurality of steel sheet piles are supported by four supporting beams, two ends of the supporting beams are respectively connected to two adjacent sides of the rectangle, and the four supporting beams are in one-to-one correspondence with four corners of the rectangle.
3. The foundation pit supporting method according to claim 1, wherein the foundation pit bottom elevation is-4 to-5 m.
4. The foundation pit supporting method according to claim 1, wherein the diameter of the jet grouting pile is 500mm, and the diameter of the engineering pile is 800mm.
5. The foundation pit supporting method of claim 4, wherein the arc distance of the diameters of two adjacent jet grouting piles of each circle is 3 times the diameter of the jet grouting piles, and the arc distance of the diameters of two adjacent engineering piles of each circle is 3 times the diameter of the engineering piles.
6. The foundation pit supporting method according to claim 1, wherein after step S4 is completed, a cushion layer is laid on the bottom of the foundation pit from bottom to top, and the cushion layer covers a plurality of circles of the engineering pile group.
7. The field structure of the foundation pile cap of the wind power generation tower is characterized by comprising a foundation pile cap, a plurality of circles of engineering pile groups and a plurality of circles of jet grouting pile groups, wherein the engineering pile groups are uniformly arranged with a plurality of engineering piles along the circumferential direction of the circles, the circle centers of the circles of the engineering pile groups are overlapped, the top elevation of the engineering pile is higher than the elevation of the foundation pit bottom, the jet grouting pile groups are uniformly arranged with a plurality of jet grouting piles along the circumferential direction of the circles, the circle centers of the circles of the jet grouting pile groups are overlapped, a circle of the jet grouting pile groups is arranged between two adjacent circles of the engineering pile groups, the circle centers of the jet grouting pile groups are overlapped with the circle centers of the engineering pile groups, the elevation of the top of the jet grouting pile is equal to the elevation of the foundation pit bottom, and the elevation of the bottom of the jet grouting pile is lower than the elevation of the circular arc sliding surface;
the part of the top of the engineering pile, which is higher than the bottom of the foundation pit, is connected to the bottom of the foundation pile cap, and a cushion layer is paved between the foundation pile cap and the bottom of the foundation pit;
the bottom of the foundation pile cap is circular, the center of the bottom of the foundation pile cap coincides with the center of the engineering pile group, and the projection of the foundation pile cap towards the bottom of the foundation pit covers a plurality of circles of the engineering pile group and a plurality of circles of the jet grouting pile group.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211663677.4A CN116024985A (en) | 2022-12-23 | 2022-12-23 | Foundation pit supporting method of wind power generation tower foundation bearing platform and field structure thereof |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211663677.4A CN116024985A (en) | 2022-12-23 | 2022-12-23 | Foundation pit supporting method of wind power generation tower foundation bearing platform and field structure thereof |
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| CN116024985A true CN116024985A (en) | 2023-04-28 |
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| CN202211663677.4A Pending CN116024985A (en) | 2022-12-23 | 2022-12-23 | Foundation pit supporting method of wind power generation tower foundation bearing platform and field structure thereof |
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