CN112095614A - Foundation pit construction method under condition of flowing plastic sludge - Google Patents
Foundation pit construction method under condition of flowing plastic sludge Download PDFInfo
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- CN112095614A CN112095614A CN202010873304.4A CN202010873304A CN112095614A CN 112095614 A CN112095614 A CN 112095614A CN 202010873304 A CN202010873304 A CN 202010873304A CN 112095614 A CN112095614 A CN 112095614A
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- foundation pit
- pile
- cantilever
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- piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
Abstract
The invention relates to a foundation pit construction method under the condition of flowing plastic sludge, which comprises the following steps: arranging a plurality of cantilever tubular piles along the edge of the foundation pit to be excavated, and arranging a plurality of back-ridge pile rows at intervals along one side of the cantilever tubular pile, which is far away from the foundation pit to be excavated; slope is set and excavated, soil in an area enclosed by the back ridge pile row reaches the top elevation of the cantilever pipe pile, so that a side slope is formed on one side of the back ridge pile row away from the cantilever pipe pile; connecting a straining beam at the tops of the cantilever tubular piles and the corresponding back ridge pile rows to fixedly connect the back ridge pile rows and the cantilever tubular piles, and forming a horizontal unloading platform at the bottom of the side slope; and excavating the residual soil in the area enclosed by the cantilever pipe piles to form a complete foundation pit. The invention effectively solves the problem that the support in the foundation pit is more complicated to remove, reduces the deformation of the foundation pit by arranging the supporting structure around the foundation pit, ensures the stability of the foundation pit, improves the construction efficiency, and reduces the problems of noise, dust and the like.
Description
Technical Field
The invention relates to the field of building construction, in particular to a foundation pit construction method under the condition of flowing plastic sludge.
Background
At present, in the development and construction of urban high-rise and super high-rise buildings and underground spaces, excavation and support of a foundation pit are one of indispensable important construction processes, under the condition of soft soil at present, if the conventional support mode of the foundation pit under the condition of the fluidity sludge is that cast-in-place piles are used as inner supports of the foundation pit in the region and the peripheral position of the foundation pit to be excavated, but the inner supports need to be partially dismantled during later construction, and the inner supports influence the earthwork excavation efficiency, so that the overall construction efficiency is reduced, the construction cost is higher, and the problems of noise, dust raising, environmental protection and the like are also accompanied in the support dismantling process.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides a foundation pit construction method under the condition of the flowing plastic sludge, solves the problem that the support in the foundation pit is more complicated to remove, reduces the deformation of the foundation pit by arranging a supporting structure around the foundation pit, ensures the stability of the foundation pit, improves the construction efficiency, reduces the noise, the dust and the like.
The technical scheme for realizing the purpose is as follows:
the invention provides a foundation pit construction method under the condition of flowing plastic sludge, which comprises the following steps:
s11, arranging a plurality of cantilever tubular piles along the edge of the foundation pit to be excavated, arranging a plurality of back-ridge pile rows along one side of the cantilever tubular piles away from the foundation pit to be excavated at intervals, and enabling the tops of the cantilever tubular piles to be flush with the tops of the back-ridge pile rows and to be higher than the bottom surface of the foundation pit to be excavated;
s12, slope releasing is carried out to excavate soil in an area enclosed by the back ridge pile row to the top elevation of the cantilever pipe pile so as to form a side slope on one side, far away from the cantilever pipe pile, of the back ridge pile row;
s13, connecting a straining beam at the tops of the cantilever tubular piles and the corresponding back ridge pile rows to fixedly connect the back ridge pile rows and the cantilever tubular piles, and forming a horizontal unloading platform at the bottom of the side slope;
s14, excavating the residual soil in the area enclosed by the cantilever pipe piles to form a complete foundation pit.
The invention adopts a foundation pit construction method under the condition of the fluid plastic sludge, a cantilever tubular pile and a back studded pile row are erected around a foundation pit to be excavated, then the foundation pit is put on a slope and excavated to the top elevation of the cantilever tubular pile, a tie beam is constructed to form an unloading platform, and then the residual soil body is excavated, at the moment, the unloading platform can unload the soil pressure outside the foundation pit, the influence of the soil body load on the cantilever tubular pile can be reduced by matching with the back studded pile row, an inner support is not arranged at the position of the foundation pit to be excavated, thereby effectively solving the problem that the inner support of the foundation pit is more complicated to dismantle, and the deformation of the foundation pit is reduced by arranging a supporting structure around the foundation pit, thereby ensuring the stability of the foundation pit, improving the construction efficiency.
The foundation pit construction method under the condition of the flowing plastic sludge is further improved in that before the tie beam is connected, the method further comprises the following steps:
and constructing a crown beam at the top of the cantilever pipe pile, further constructing a straining beam at the top of the back-ridge pile row, and fixedly connecting the straining beam with the crown beam.
The foundation pit construction method under the condition of the flowing plastic sludge is further improved in that the back-ridge pile row comprises three back-ridge pipe piles arranged at intervals in the direction perpendicular to the crown beam;
and constructing horizontal tie beams at the tops of the three back-edge tubular piles, and fixedly connecting the tie beams with the crown beams.
The foundation pit construction method under the condition of the flowing plastic sludge is further improved in that before excavating the residual soil in the area enclosed by the cantilever pipe piles, the method further comprises the following steps:
and an angle brace is arranged between two adjacent crown beams to support the inside of the area enclosed by the cantilever pipe piles.
The foundation pit construction method under the condition of the flowing plastic sludge is further improved in that when the slope is set down and the soil body in the area enclosed by the back stupefied pile rows is excavated, the method further comprises the following steps:
and (3) adopting a groove jumping excavation mode to carry out slope excavation and excavate soil in the area enclosed by the back ridge pile row, and carrying out slope protection construction on the formed side slope.
The foundation pit construction method under the condition of the flowing plastic sludge is further improved in that when the residual soil in the area enclosed by the cantilever pipe piles is excavated, the method further comprises the following steps:
s21, dividing an area enclosed by the cantilever pipe piles into a plurality of construction units;
s22, excavating a soil body in a construction unit, laying a reinforcing steel bar at the bottom of the construction unit, and pouring to form a cushion layer unit;
s23, excavating a soil body in the next construction unit, and pouring at the bottom of the construction unit to form a cushion layer unit;
and repeating the steps S22-S23 until all the construction units are excavated to form a complete foundation pit, and forming a complete cushion layer at the bottom of the foundation pit.
The foundation pit construction method under the condition of the flowing plastic sludge is further improved in that the method further comprises the following steps:
and after the cushion layer reaches the set strength, paving a waterproof protective layer on the cushion layer, and pouring the waterproof protective layer to form a bottom plate.
Drawings
FIG. 1 is a schematic plan view of a foundation pit construction method under the condition of flowing plastic sludge.
FIG. 2 is a side sectional view of a soil body when the soil body is not excavated in the foundation pit construction method under the condition of the flowing plastic sludge according to the present invention.
Fig. 3 is a side sectional view when the soil body is excavated to the top elevation of the cantilever pipe pile in the foundation pit construction method under the condition of the flowing plastic sludge.
FIG. 4 is a side sectional view of the foundation pit construction method under the condition of the flowing plastic sludge according to the present invention, in which the soil is completely excavated.
Detailed Description
The invention is further described with reference to the following figures and specific examples.
Referring to fig. 1, the invention provides a foundation pit construction method under the condition of flowing plastic sludge, cantilever tubular piles and back stupefied pile rows are erected around a foundation pit to be excavated, then slope excavation is carried out to the top elevation of the cantilever tubular piles, a tension beam is constructed to form an unloading platform, and then the rest soil body is excavated, at the moment, the unloading platform can unload the soil pressure outside the foundation pit, the influence of the soil body load on the cantilever tubular piles can be reduced by matching with the back stupefied pile rows, an inner support is not arranged at the position of the foundation pit to be excavated, so that the problem that the inner support of the foundation pit is complex to dismantle is effectively solved, the deformation of the foundation pit is reduced by arranging a supporting structure around the foundation pit, the stability of the foundation pit is ensured, the construction efficiency is improved, and the problems of noise, dust. The following describes the foundation pit construction method under the condition of the flowing plastic sludge in combination with the accompanying drawings.
Referring to fig. 1, fig. 1 is a schematic top view of a foundation pit construction method under the condition of the flowing plastic sludge according to the invention. The method for constructing a foundation pit under the condition of the flowing plastic sludge according to the present invention will be described with reference to fig. 1.
As shown in fig. 1, fig. 2, fig. 3 and fig. 4, the method for constructing a foundation pit under the condition of the flowing plastic sludge comprises the following steps:
step S11, a plurality of cantilever tubular piles 11 are arranged along the edge of the foundation pit to be excavated, a plurality of back-studded pile rows 12 are arranged along one side of the cantilever tubular piles 11 far away from the foundation pit to be excavated at intervals, and the top of each cantilever tubular pile 11 is flush with the top of each back-studded pile row 12 and is higher than the bottom surface of the foundation pit to be excavated; then, step S12 is executed
Step S12 is executed, soil in the area enclosed by the back ridge pile row 12 is released and excavated to the top elevation of the cantilever tubular pile 11, so that a side slope 13 is formed on one side, away from the cantilever tubular pile 11, of the back ridge pile row 12; then, step S13 is executed
Step S13 is executed, the top parts of the cantilever tubular piles 11 and the corresponding back ridge pile rows 12 are connected with the tension beams 122 so as to fixedly connect the back ridge pile rows 12 and the cantilever tubular piles 11, and a horizontal unloading platform is formed at the bottom parts of the side slopes 13; then, step S14 is executed
And S14, excavating the residual soil in the area enclosed by the cantilever pipe piles 11 to form a complete foundation pit.
Preferably, the distance from the top of the cantilever pipe piles 11 and the back ridge pile row 12 to the ground is about half of the depth of the foundation pit to be excavated, i.e. the top of the cantilever pipe piles 11 and the back ridge pile row 12 is located at 1/2 depths of the foundation pit to be excavated.
Specifically, before connecting the tie beam 122, the method further includes: and constructing a crown beam 111 at the top of the cantilever tubular pile 11, further constructing a tension beam 122 at the top of the back-ridge pile row 12, and fixedly connecting the tension beam 122 and the crown beam 111, so that the cantilever tubular pile 11 and the back-ridge pile row 12 are connected into an integral structure.
Preferably, the back ridge pile row 12 comprises three back ridge pile piles 121 arranged at intervals in a direction perpendicular to the crown beam 111;
the horizontal straining beams 122 are constructed at the tops of the three back-ridge tubular piles 121, the straining beams 122 are fixedly connected with the crown beams 111, and the back-ridge pile rows 12 are perpendicular to the cantilever tubular piles 11, so that the influence of soil load on the cantilever tubular piles 11 can be reduced, and the cantilever tubular piles 11 can be supported.
Specifically, before excavating the remaining soil body in the region that cantilever tubular pile 11 encloses, still include:
the angle brace 14 is installed between two adjacent crown beams 111 to support the inside of the area enclosed by the cantilever tubular pile 11, the angle brace 14 can be supported at the corner of the crown beam 111, the influence on foundation pit excavation is small, and the later-stage dismantling is simple.
As a preferred embodiment of the present invention, when the slope is released and the soil in the area enclosed by the back ridge pile row 12 is excavated, the method further includes: the soil body in the area enclosed by the pile rows 12 of the back ridges is excavated by slope-jumping excavation, and slope protection construction is carried out on the formed side slope.
Further, when excavating remaining soil body in the region that cantilever tubular pile encloses, still include:
s21, dividing the area enclosed by the cantilever tubular pile 11 into a plurality of construction units 15;
s22, excavating a soil body in the construction unit 15, laying reinforcing steel bars at the bottom of the construction unit 15, and pouring to form a cushion layer unit 151;
s23, excavating a soil body in the next construction unit 15, and pouring the soil body at the bottom of the construction unit 15 to form a cushion layer unit 151;
and repeating the steps S22-S23 until the construction units 15 are completely excavated to form a complete foundation pit, and forming a complete cushion layer at the bottom of the foundation pit.
Preferably, the construction units 15 can be excavated at intervals, the unearthed parts play a role of temporary support for the inside of the foundation pit, so that the inside of the foundation pit is prevented from deforming, and the constructed cushion layer can also play a role of inner support.
Specifically, still include: after the cushion layer reaches the set strength, a waterproof protective layer 16 is laid on the cushion layer, and a bottom plate 161 is formed by pouring on the waterproof protective layer 16.
The specific embodiment of the invention is as follows:
as shown in fig. 2, a circle of cantilever pipe piles 11 are statically pressed along the edge of the foundation pit to be excavated, a plurality of back-studded pile rows 12 are statically pressed on one side of the cantilever pipe piles 11 far away from the foundation pit to be excavated, the back-studded pile rows 12 are arranged perpendicular to the cantilever pipe piles 11, and the tops of the back-studded pile rows 12 are flush with the tops of the cantilever pipe piles 11 and are higher than the bottom surface of the foundation pit to be excavated;
as shown in fig. 3, a groove jumping excavation mode is adopted to place a slope to excavate an area within a back-ridge pile row 12, the area is excavated to the top elevation of a cantilever tubular pile 11, at this time, part of soil in a foundation pit to be excavated is excavated, a side slope 13 is formed on the outer side of the back-ridge tubular pile 121 on the outermost side, slope protection construction is performed on the side slope 13, a crown beam 111 is constructed on the top of the cantilever tubular pile 11, tension beams 122 are constructed on the tops of the three back-ridge tubular piles 121, and the tension beams 122 are fixedly connected with the crown beam 111, so that an unloading platform is formed at the bottom of the side slope 13;
as shown in fig. 1 and 4, excavating the remaining soil in the enclosed area of the cantilever pipe piles 11, dividing the area into a plurality of construction units 15, excavating the construction units 15 at intervals, pouring the bottom of the construction units 15 to form cushion units 151, excavating the next construction unit 15 until all the construction units 15 are completely excavated to form a complete foundation pit, and forming a complete cushion on the bottom surface of the foundation pit;
and paving a waterproof protective layer 16 on the cushion layer, and pouring the waterproof protective layer 16 to form a bottom plate 161, thereby finishing the construction of the foundation pit.
While the present invention has been described in detail and with reference to the embodiments thereof as illustrated in the accompanying drawings, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments are not to be interpreted as limiting, and the scope of the invention is to be determined by the appended claims.
Claims (7)
1. A foundation pit construction method under the condition of flowing plastic sludge is characterized by comprising the following steps:
s11, arranging a plurality of cantilever tubular piles along the edge of the foundation pit to be excavated, arranging a plurality of back-studded pile rows at intervals along one side of the cantilever tubular piles, which is far away from the foundation pit to be excavated, and enabling the top of each cantilever tubular pile to be flush with the top of each back-studded pile row and to be higher than the bottom surface of the foundation pit to be excavated;
s12, slope releasing is carried out to excavate soil in the area enclosed by the back stupefied pile row to the top elevation of the cantilever tubular pile so as to form a side slope on one side, far away from the cantilever tubular pile, of the back stupefied pile row;
s13, connecting a straining beam to the top of the back pile row and the corresponding cantilever tubular pile so as to fixedly connect the back pile row and the cantilever tubular pile and form a horizontal unloading platform at the bottom of the side slope;
s14, excavating the residual soil in the area enclosed by the cantilever pipe piles to form a complete foundation pit.
2. A method of constructing a foundation pit under conditions of flowing plastic sludge as claimed in claim 1, further comprising, prior to attaching said tension beam:
and constructing a top beam at the top of the cantilever pipe pile, constructing the straining beam at the top of the back-ridge pile row, and fixedly connecting the straining beam with the top beam.
3. The method for constructing a foundation pit under the condition of flowing plastic sludge according to claim 2, wherein the back-ridge pile row comprises three back-ridge pipe piles arranged at intervals in a direction perpendicular to the crown beam;
and constructing horizontal draw beams at the tops of the three back-edge tubular piles, and fixedly connecting the draw beams with the crown beam.
4. The method for constructing a foundation pit under the condition of flowing plastic sludge as claimed in claim 2, wherein before excavating the residual soil mass in the area enclosed by the cantilever pipe piles, the method further comprises the following steps:
and a corner support is arranged between two adjacent crown beams so as to support the inner part of the area enclosed by the cantilever tubular piles.
5. The method for constructing a foundation pit under the condition of flowing plastic sludge as claimed in claim 1, wherein when the soil body in the area enclosed by the back pile rows is excavated by slope release, the method further comprises the following steps:
and (3) adopting a groove jumping excavation mode to carry out slope excavation on soil in the area enclosed by the back ridge pile row, and carrying out slope protection construction on the formed side slope.
6. The method for constructing a foundation pit under the condition of flowing plastic sludge as claimed in claim 1, wherein when excavating the residual soil mass in the area enclosed by the cantilever pipe piles, the method further comprises the following steps:
s21, dividing an area enclosed by the cantilever pipe piles into a plurality of construction units;
s22, excavating a soil body in a construction unit, laying a reinforcing steel bar at the bottom of the construction unit, and pouring to form a cushion layer unit;
s23, excavating a soil body in the next construction unit, and pouring at the bottom of the construction unit to form a cushion layer unit;
and repeating the steps S22-S23 until all the construction units are completely excavated to form a complete foundation pit, and forming a complete cushion layer at the bottom of the foundation pit.
7. A method of foundation pit construction under flowing plastic sludge conditions as claimed in claim 6 further comprising:
and after the cushion layer reaches the set strength, paving a waterproof protective layer on the cushion layer, and pouring the waterproof protective layer to form a bottom plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010873304.4A CN112095614A (en) | 2020-08-26 | 2020-08-26 | Foundation pit construction method under condition of flowing plastic sludge |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010873304.4A CN112095614A (en) | 2020-08-26 | 2020-08-26 | Foundation pit construction method under condition of flowing plastic sludge |
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| CN112095614A true CN112095614A (en) | 2020-12-18 |
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| CN202010873304.4A Pending CN112095614A (en) | 2020-08-26 | 2020-08-26 | Foundation pit construction method under condition of flowing plastic sludge |
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2020
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