CN113235612A - Deep foundation pit supporting construction method for soft soil foundation high-pressure-bearing water environment adjacent to high-speed rail - Google Patents
Deep foundation pit supporting construction method for soft soil foundation high-pressure-bearing water environment adjacent to high-speed rail Download PDFInfo
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- CN113235612A CN113235612A CN202110533251.6A CN202110533251A CN113235612A CN 113235612 A CN113235612 A CN 113235612A CN 202110533251 A CN202110533251 A CN 202110533251A CN 113235612 A CN113235612 A CN 113235612A
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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Abstract
The invention discloses a deep foundation pit supporting construction method for a soft soil foundation high-pressure-bearing water environment adjacent to a high-speed rail, which comprises the following steps: constructing an isolation pile between the foundation pit and the existing high-speed rail, and constructing an underground continuous wall along the periphery of the foundation pit; constructing vertical RJP construction method piles at wall joints of underground continuous walls for water stop reinforcement, constructing a plurality of N-jet construction method piles at the bottom of a foundation pit to form a bottom sealing layer, and connecting the bottom sealing layer with the wall bottom of the underground continuous wall for bottom sealing and water isolation reinforcement; constructing a plurality of high-pressure rotary spraying piles above a bottom sealing layer in the foundation pit to form a drawing strip and a skirt edge; constructing a plurality of upright piles at intervals in the foundation pit, wherein the lower end parts of the upright piles are positioned between the bottom sealing layer and the depth range of the edge drawing; constructing a dewatering well inside and outside the foundation pit, simultaneously manually chiseling concrete pile heads of the isolation piles and the underground continuous wall, constructing a crown beam of the isolation piles and the underground continuous wall, a tie beam between the isolation piles and the underground continuous wall, and a first concrete support in the foundation pit.
Description
Technical Field
The invention relates to the technical field of foundation pit construction, in particular to a deep foundation pit supporting construction method for a soft soil foundation high-pressure-bearing water environment adjacent to a high-speed rail.
Background
Along with the development of urban construction, more and more deep foundation pits next to the existing operating high-speed rail are needed, the high-speed ballastless track is extremely sensitive to deformation and almost meets the requirement of 'zero settlement' of the ballastless track high-speed rail in operation, the conventional deep foundation pit excavation and precipitation can generate different degrees of influence on the next-to-adjacent existing high-speed ballastless track railway, the phenomenon of water burst and sand burst occurs in the excavation process, the existing line settlement is caused as a result, and even the operation safety of the high-speed rail can be endangered, so that a supporting system needs to be established inside and outside the deep foundation pit.
Disclosure of Invention
The invention aims to provide a deep foundation pit supporting construction method of a soft soil foundation high pressure-bearing water environment adjacent to a high-speed rail according to the defects of the prior art, wherein an isolation pile is constructed between the foundation pit and the existing high-speed rail, underground continuous walls around the foundation pit are subjected to water-resisting reinforcement, and a precipitation well is constructed inside and outside the foundation pit, so that the precipitation and excavation of the deep foundation pit under the high pressure-bearing water environment of the soft soil foundation can be effectively prevented from disturbing and influencing an adjacent operating high-speed railway.
The purpose of the invention is realized by the following technical scheme:
a deep foundation pit supporting construction method for a soft soil foundation high-pressure-bearing water environment adjacent to a high-speed rail is characterized by comprising the following steps: the construction method comprises the following steps:
a. constructing an isolation pile between a foundation pit and the existing high-speed rail, and constructing an underground continuous wall along the periphery of the foundation pit;
b. constructing vertical RJP construction method piles at the wall joint position of each underground continuous wall for water stop reinforcement, constructing a plurality of N-jet construction method piles at the bottom of the foundation pit to form a bottom sealing layer, and connecting the bottom sealing layer with the wall bottom of the underground continuous wall for bottom sealing and water stop reinforcement;
c. constructing a plurality of high-pressure rotary spraying piles above the bottom sealing layer in the foundation pit to form a drawing strip and a skirt edge;
d. constructing a plurality of upright piles at intervals in the foundation pit, wherein the lower end parts of the upright piles are positioned between the bottom sealing layer and the depth range of the edge drawing;
e. constructing a dewatering well inside and outside the foundation pit, simultaneously manually chiseling concrete pile heads of the isolation piles and the underground continuous wall, constructing the crown beams of the isolation piles and the underground continuous wall, the tie beams between the isolation piles and the underground continuous wall, and the first concrete support in the foundation pit.
In the step a, the isolation piles are cast-in-place piles, the isolation piles are overlapped, arranged and combined to form a U-shaped shape, and the U-shaped opening points to the foundation pit;
and before constructing the underground continuous wall, constructing a triaxial mixing pile to reinforce the groove wall of the underground continuous wall.
In the step b, reinforcing and lapping the RJP construction method pile and the triaxial mixing pile in the step a;
the bottom surface elevation of the bottom sealing layer is 0.5-1.5m above the bottom of the underground continuous wall, and the thickness of the bottom sealing layer is 4-6 m.
In the step c, the strips are distributed in the foundation pit at intervals, the width of each strip is 2.5-3.5m, and the distance between every two adjacent strips is 2.5-3.5 m;
the skirt edge is arranged on one side, adjacent to the existing high-speed rails, in the foundation pit, and the width of the skirt edge is 2.5-3.5 m.
In the step d, the upright post pile comprises a cast-in-place bored pile located at the lower part and a lattice column located at the upper part, the lower part of the cast-in-place bored pile is located between the drawing strip and the bottom sealing layer, and the lower end part of the lattice column is in lap joint with the upper part of the cast-in-place bored pile.
Step e, the dewatering well comprises a recharging well, an observation well and an observation recharging well which are arranged outside the foundation pit, and a draining well, a depressurization well and an observation well which are arranged in the foundation pit, wherein before the foundation pit is excavated, soil in the foundation pit is drained and dewatered through the draining well in the foundation pit, and the influence of the dewatering in the foundation pit on the water level outside the foundation pit is observed in real time through the observation well outside the foundation pit;
and d, overlapping the first concrete support with the upper part of the latticed column in the step d.
The invention has the advantages that: the influence on the operation of high-speed rails during excavation is reduced, and the foundation settlement deformation caused by the water level change of the high-speed rail base is reduced.
Drawings
Fig. 1 is a side view of a foundation pit of a deep foundation pit supporting structure of a soft soil foundation high pressure bearing water environment adjacent to a high-speed rail according to the present invention;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1;
FIG. 3 is a cross-sectional view taken along line B-B of FIG. 1;
FIG. 4 is a cross-sectional view of C-C of FIG. 1;
FIG. 5 is a schematic layout diagram of a dewatering well of the deep foundation pit supporting structure of the soft soil foundation high pressure bearing water environment adjacent to the high-speed rail;
fig. 6 is a construction flow chart of the deep foundation pit supporting structure of the soft soil foundation high pressure bearing water environment adjacent to the high-speed rail of the invention.
Detailed Description
The features of the present invention and other related features are described in further detail below by way of example in conjunction with the following drawings to facilitate understanding by those skilled in the art:
as shown in fig. 1-6, the labels 1-11 are respectively shown as: the system comprises isolation piles 1, underground continuous walls 2, RJP construction method piles 3, a sealing bottom layer 4, high-pressure jet grouting piles 5, drawing strips 5-1, skirt edges 5-2, upright pile piles 6, bored cast-in-situ piles 6-1, lattice columns 6-2, dewatering wells 7, pit outer recharging wells 7-1, pit outer observation wells 7-2, pit outer observation recharging wells 7-3, pit inner drainage wells 7-4, pit inner depressurization wells 7-5, pit inner observation wells 7-6, crown beams 8, tie beams 9, a first concrete support 10 and existing high-speed rails 11.
Example (b): as shown in fig. 1 to 6, the present embodiment relates to a deep foundation pit support construction method for a soft soil foundation high pressure-bearing water environment adjacent to a high-speed rail, which includes the following steps:
a. as shown in fig. 1, 2, 3 and 4, after the field is leveled, cast-in-place piles are constructed between the foundation pit and the existing high-speed rails 11 to serve as isolation piles 1 for protection, wherein the isolation piles 1 are overlapped, arranged and combined to form a U shape, the openings of the U shape face the underground continuous wall 2 and the foundation pit, and part of the underground continuous wall 2 and the foundation pit are positioned in the openings of the isolation piles 1, so that the underground continuous wall 2 and the foundation pit can be well protected;
after the construction of the isolation piles 1 is finished, constructing the underground continuous wall 2 along the periphery of the foundation pit, and constructing the triaxial mixing piles to reinforce the wall of the underground continuous wall 2 before constructing the underground continuous wall 2 so as to ensure the construction quality of the underground continuous wall 2;
b. as shown in fig. 1, 2 and 3, after the construction of the underground continuous wall 2 is completed, the RJP method piles 3 (Rodin Jet Pile) are applied at the wall joints of the underground continuous wall 2, and after the structure of the foundation is destroyed by the kinetic energy of the ultrahigh pressure Jet fluid, the destroyed soil particles and the hardened material are mixed and stirred to form large-diameter piles so as to carry out water stopping and reinforcement on the wall joints of the underground continuous wall 2, wherein the RJP method piles 3 are in reinforced lap joint with the triaxial stirring piles of the reinforcement groove wall in the step a, the lap joint length is 1m, and the complete water stopping effect at the outer side of the underground continuous wall is ensured;
constructing a plurality of piles of an N-jet construction method in a foundation pit surrounded by an underground continuous wall 2 while constructing an RJP construction method pile 3 (placing a grouting pipe of a special nozzle to be drilled into a pre-treated stratum, punching a soil body by using slurry at high pressure, and rotating and lifting at a certain speed while spraying the slurry to form a cement soil cylinder) to form a sealing bottom layer 4, wherein the outer edge part of the sealing bottom layer 4 is connected with the bottom of the underground continuous wall 2, and the sealing bottom layer 4 can be used for sealing and insulating and reinforcing the underground continuous wall 2;
c. as shown in fig. 1 and 4, after the construction of the bottom sealing layer 4 is completed, a high-pressure jet grouting pile 5 is constructed on the upper part of the bottom sealing layer 4 in the foundation pit to form a drawing strip 5-1 and a skirt edge 5-2, and the foundation at the bottom of the foundation pit is reinforced;
in the embodiment, the strips 5-1 are distributed at intervals in the foundation pit, the width of each strip 5-1 is 3m, and the distance between every two adjacent strips 5-1 is also 3 m; the skirt edge 5-2 is arranged on one side, adjacent to the existing high-speed rail 11, in the foundation pit, the width of the skirt edge 5-2 is 3m, and the skirt edge 5-2 can ensure the stability of a soil body on one side of a railway;
d. as shown in fig. 1 and 2, after the construction of the strips 5-1 and the skirt 5-2 is completed, the construction of the upright post pile 6 is performed in the foundation pit, wherein the upright post pile 6 comprises a cast-in-situ bored pile 6-1 positioned at the lower part and a lattice post 6-2 positioned at the upper part, the lower part of the cast-in-situ bored pile 6-1 is positioned between the strips 5-1 and the bottom sealing layer 4, the lower end part of the lattice post 6-2 is lapped with the upper part of the cast-in-situ bored pile 6-1, the lapping length is 3m, and the upper part of the lattice post 6-2 is lapped with the first concrete support 10 in the subsequent step, the lapping length is 0.5m, so that the stability of the enclosure structure in the excavation process of the foundation pit is ensured;
e. as shown in fig. 1 and 5, after the construction of the upright post pile 6 is completed, constructing a dewatering well 7 inside and outside the foundation pit, wherein the dewatering well 7 comprises an outside-pit recharging well 7-1, an outside-pit observation well 7-2, an outside-pit observation recharging well 7-3, an inside-pit draining well 7-4, an inside-pit depressurization well 7-5 and an inside-pit observation well 7-6 which are arranged outside the foundation pit, before the foundation pit is excavated, soil inside the foundation pit is drained and dewatered through the inside-pit draining well 7-4, the influence of the inside-pit dewatering on the outside water level is observed in real time through the outside-pit observation well 7-2 (once the observed water level reaches or exceeds an early warning value, stopping earth excavation, automatically adjusting the force of a steel supporting shaft inside the pit, recharging the outside-pit recharging well 7-1, searching a seepage point, performing inside and outside grouting and stopping leakage and other measures are adopted to ensure the safety of the pit site, thereby indirectly controlling the deformation stability of the high-speed rail in operation), ensuring that the influence on the existing high-speed rail 11 is within a controllable range during excavation and precipitation of the foundation pit, and in addition, the observation recharging well 7-3 outside the pit can be used as an observation well and a recharging well and can be used for emergency treatment, and the depressurization well 7-5 inside the pit and the observation and measurement well 7-6 inside the pit can also be used for emergency treatment;
meanwhile, the concrete pile heads of the isolation pile 1 and the underground continuous wall 2 are manually chiseled off, a crown beam 8 of the isolation pile 1 and the underground continuous wall 2, a tie beam 9 between the isolation pile 1 and the underground continuous wall 2 and a first concrete support 10 in a foundation pit are constructed; the method comprises the following steps that a crown beam 8 is applied to an isolation pile 1, bored cast-in-place piles (of the isolation pile 1) can be connected into a whole, the stability of the isolation pile 1 is guaranteed, the crown beam 8 is applied to an underground continuous wall 2, the underground continuous wall 2 can be reinforced, a first concrete support 10 is in lap joint with the upper portion of a lattice column, and the stability of a building enclosure in the process of excavation of a foundation pit is guaranteed; and finishing the construction of the supporting system of the whole deep foundation pit adjacent to the existing high-speed rail 11.
In summary, in the embodiment, the enclosing mode of isolating the piles 1, the underground continuous wall 2, the tie beams 9, the first concrete support 10 and the pile back cover water-proof reinforcement of the N-jet construction method is adopted, so that the influence on the existing high-speed rail 11 during excavation is reduced to the maximum extent; the method adopts the modes of wall joint water stop reinforcement of underground continuous walls 2 and RJP construction method piles 3, pile bottom sealing water stop reinforcement of N-jet construction method, drainage and precipitation in pits and emergency recharge outside pits, strictly controls the change of underground water level outside the pits, reduces the risks of instability, piping and the like in the excavation process of foundation pits, and can also greatly reduce foundation settlement deformation caused by the change of high iron base water level; during construction, the water level change condition of the existing high-speed rail 11 side and the deformation condition of the high-speed rail are observed at any time through the water level observation well, if abnormity is found, the deformation of the operating high-speed rail is controlled in time in a mode of recharging through the dewatering well 7, grouting outside the pit and automatic adjustment of the steel support axial force, and an informationized and dynamic construction method is formed.
Although the conception and the embodiments of the present invention have been described in detail with reference to the drawings, those skilled in the art will recognize that various changes and modifications can be made therein without departing from the scope of the appended claims, and therefore, they are not to be considered repeated herein.
Claims (6)
1. A deep foundation pit supporting construction method for a soft soil foundation high-pressure-bearing water environment adjacent to a high-speed rail is characterized by comprising the following steps: the construction method comprises the following steps:
a. constructing an isolation pile between a foundation pit and the existing high-speed rail, and constructing an underground continuous wall along the periphery of the foundation pit;
b. constructing vertical RJP construction method piles at the wall joint position of each underground continuous wall for water stop reinforcement, constructing a plurality of N-jet construction method piles at the bottom of the foundation pit to form a bottom sealing layer, and connecting the bottom sealing layer with the wall bottom of the underground continuous wall for bottom sealing and water stop reinforcement;
c. constructing a plurality of high-pressure rotary spraying piles above the bottom sealing layer in the foundation pit to form a drawing strip and a skirt edge;
d. constructing a plurality of upright piles at intervals in the foundation pit, wherein the lower end parts of the upright piles are positioned between the bottom sealing layer and the depth range of the edge drawing;
e. constructing a dewatering well inside and outside the foundation pit, simultaneously manually chiseling concrete pile heads of the isolation piles and the underground continuous wall, constructing the crown beams of the isolation piles and the underground continuous wall, the tie beams between the isolation piles and the underground continuous wall, and the first concrete support in the foundation pit.
2. The deep foundation pit support construction method for the soft soil foundation high pressure bearing water environment adjacent to the high-speed rail according to claim 1, characterized in that:
in the step a, the isolation piles are cast-in-place piles, the isolation piles are overlapped, arranged and combined to form a U-shaped shape, and the U-shaped opening points to the foundation pit;
and before constructing the underground continuous wall, constructing a triaxial mixing pile to reinforce the groove wall of the underground continuous wall.
3. The deep foundation pit support construction method for the soft soil foundation high pressure bearing water environment adjacent to the high-speed rail according to claim 2, characterized in that:
in the step b, reinforcing and lapping the RJP construction method pile and the triaxial mixing pile in the step a;
the bottom surface elevation of the bottom sealing layer is 0.5-1.5m above the bottom of the underground continuous wall, and the thickness of the bottom sealing layer is 4-6 m.
4. The deep foundation pit support construction method for the soft soil foundation high pressure bearing water environment adjacent to the high-speed rail according to claim 1, characterized in that:
in the step c, the strips are distributed in the foundation pit at intervals, the width of each strip is 2.5-3.5m, and the distance between every two adjacent strips is 2.5-3.5 m;
the skirt edge is arranged on one side, adjacent to the existing high-speed rails, in the foundation pit, and the width of the skirt edge is 2.5-3.5 m.
5. The deep foundation pit support construction method for the soft soil foundation high pressure bearing water environment adjacent to the high-speed rail according to claim 1, characterized in that:
in the step d, the upright post pile comprises a cast-in-place bored pile located at the lower part and a lattice column located at the upper part, the lower part of the cast-in-place bored pile is located between the drawing strip and the bottom sealing layer, and the lower end part of the lattice column is in lap joint with the upper part of the cast-in-place bored pile.
6. The deep foundation pit support construction method for the soft soil foundation high pressure bearing water environment adjacent to the high-speed rail according to claim 5, characterized in that:
step e, the dewatering well comprises a recharging well, an observation well and an observation recharging well which are arranged outside the foundation pit, and a draining well, a depressurization well and an observation well which are arranged in the foundation pit, wherein before the foundation pit is excavated, soil in the foundation pit is drained and dewatered through the draining well in the foundation pit, and the influence of the dewatering in the foundation pit on the water level outside the foundation pit is observed in real time through the observation well outside the foundation pit;
and d, overlapping the first concrete support with the upper part of the latticed column in the step d.
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