CN215252918U - Deep foundation pit supporting structure of soft soil foundation high-pressure-bearing water environment adjacent to high-speed rail - Google Patents
Deep foundation pit supporting structure of soft soil foundation high-pressure-bearing water environment adjacent to high-speed rail Download PDFInfo
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- CN215252918U CN215252918U CN202121046936.XU CN202121046936U CN215252918U CN 215252918 U CN215252918 U CN 215252918U CN 202121046936 U CN202121046936 U CN 202121046936U CN 215252918 U CN215252918 U CN 215252918U
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Abstract
The utility model discloses a deep foundation pit supporting structure of soft soil foundation high pressure-bearing water environment adjacent to high-speed railway, including locating a plurality of vertical isolation piles between existing high-speed railway and foundation ditch, the foundation ditch outside is provided with round underground continuous wall along its girth direction, each wall seam punishment of underground continuous wall is provided with vertical RJP worker method stake respectively the shutoff, be provided with the back cover layer of constituteing by a plurality of N-jet worker method stake in the foundation ditch that underground continuous wall was encirclement, the outer fringe part of back cover layer is connected with the bottom of underground continuous wall; the upper part of the bottom sealing layer in the foundation pit is provided with a drawing strip and a skirt edge which are composed of high-pressure jet grouting piles; and a vertical upright post pile is arranged in the foundation pit, the lower part of the upright post pile is positioned between the drawing strip and the bottom sealing layer, and the upper part of the upright post pile is in lap joint with the first concrete support in the foundation pit. The utility model 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.
Description
Technical Field
The utility model belongs to the technical field of the technique of foundation ditch construction and specifically relates to a deep basal pit supporting construction of the high pressure-bearing water environment of weak soil foundation of neighbouring high-speed railway.
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.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a deep basal pit supporting construction of the high pressure-bearing water environment of weak soil foundation of neighbouring high-speed railway according to above-mentioned prior art not enough, execute between foundation ditch and existing high-speed railway and do the isolation stake to carry out the water proof to foundation ditch underground continuous wall all around and consolidate, and execute inside and outside the foundation ditch and do the precipitation well, can effectively avoid the precipitation and the excavation of deep basal pit under the high pressure-bearing water environment of weak soil foundation to the production disturbance and the influence of the existing operation high speed railway of next-door neighbour.
The utility model discloses the purpose is realized accomplishing by following technical scheme:
the utility model provides a deep basal pit supporting construction of high pressure-bearing water environment of soft soil foundation of neighbouring high-speed railway which characterized in that: the construction method comprises a plurality of vertical isolation piles arranged between existing high-speed rails and a foundation pit, wherein a circle of underground continuous wall is arranged on the outer side of the foundation pit along the circumferential direction of the foundation pit, vertical RJP construction method piles are respectively arranged at wall seams of the underground continuous wall in a plugging manner, a sealing bottom layer consisting of a plurality of N-jet construction method piles is arranged in the foundation pit surrounded by the underground continuous wall, and the outer edge part of the sealing bottom layer is connected with the bottom of the underground continuous wall; the upper part of the bottom sealing layer in the foundation pit is provided with a drawing strip and a skirt edge which are composed of high-pressure jet grouting piles; and a vertical upright post pile is arranged in the foundation pit, the lower part of the upright post pile is positioned between the drawing strip and the bottom sealing layer, and the upper part of the upright post pile is in lap joint with a first concrete support in the foundation pit.
The U-shaped piles are overlapped, arranged and combined to form the U-shaped shape, and the opening of the U-shaped shape points to the foundation pit.
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.
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.
The upright post pile is including the drilling bored concrete pile that is located the lower part and the lattice column that is located upper portion, drilling bored concrete pile lower part is located take out the strip with between the back cover layer, the lower tip of lattice column with drilling bored concrete pile upper portion overlap joint, the upper end of lattice column with the first road concrete support overlap joint.
The isolation piles and the underground continuous wall are connected through tie beams, and crown beams are arranged on the isolation piles and the underground continuous wall.
The utility model 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 the deep foundation pit supporting structure of the soft soil foundation high pressure bearing water environment adjacent to the high-speed rail of 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 the 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 the utility model discloses the construction flow chart of the deep basal pit supporting construction of the high pressure-bearing water environment of soft soil foundation of neighbouring high-speed railway.
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 accompanying 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 supporting structure of a soft soil foundation high pressure-bearing water environment adjacent to a high-speed railway, which mainly includes an isolation pile 1, an underground continuous wall 2, an RJP construction method pile 3, a sealing bottom layer 4, a high pressure jet grouting pile 5, a stud pile 6, a crown beam 8, a tie beam 9 and a primary concrete support 10. A plurality of vertical isolation piles 1 are arranged between an existing high-speed rail 11 and a foundation pit, a circle of underground continuous wall 2 is arranged on the outer side of the foundation pit along the circumferential direction of the foundation pit, in the embodiment, cast-in-place bored piles are selected as the isolation piles 1, the isolation piles 1 are lapped, arranged and combined to form a U shape, and crown beams 8 are arranged on the U shape and used for connecting the cast-in-place bored piles to form a whole so as to ensure the stability of the isolation piles 1. The U-shaped openings 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. The underground continuous wall 2 is also provided with a crown beam 8 which can be used for connecting and reinforcing the underground continuous wall 2. In addition, the isolation piles 1 are connected with the underground continuous wall 2 through the tie beams 9, so that the isolation piles 1 and the underground continuous wall 2 can be connected into a whole, the foundation pit can be effectively reinforced, and the guarantee is provided for the subsequent foundation pit excavation.
As shown in fig. 1, 2 and 3, vertical RJP construction method piles 3 (a large-diameter Pile body is formed by mixing and stirring damaged soil particles and hardened materials after the construction of the foundation is damaged by the kinetic energy of ultrahigh pressure Jet fluid) are respectively plugged at each wall gap of the underground continuous wall 2, and water stopping and reinforcing can be performed on the wall gap of the underground continuous wall 2; a sealing bottom layer 4 consisting of a plurality of N-jet method piles (grouting pipes of special nozzles to be drilled are placed into a pre-treated stratum in a drilling mode, then slurry is used for punching a soil body at high pressure, and the soil body is rotated and lifted at a certain speed while the slurry is sprayed, so that a cement soil cylinder is formed) is arranged in a foundation pit surrounded by the underground continuous wall 2, 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 water-isolating reinforcement on the underground continuous wall 2. Wherein the elevation of the bottom surface of the bottom sealing layer 4 is 1m above the bottom of the underground continuous wall 2, and the thickness of the bottom sealing layer 4 is 5 m; the wall of the underground continuous wall 2 is reinforced through the triaxial mixing piles, the stability of the underground continuous wall 2 can be improved, the triaxial mixing piles are in lap joint with the RJP construction method piles 3, the lap joint length is 1m, and the completeness of the water stopping effect of the outer side of the underground continuous wall 2 can be ensured.
As shown in fig. 1 and 4, the upper part of the bottom sealing layer 4 in the foundation pit is provided with a drawing strip 5-1 and a skirt 5-2 which are composed of high-pressure jet grouting piles 5, so as to reinforce the foundation at the bottom of the foundation pit. The strips 5-1 are distributed in the foundation pit at intervals, the width of each strip 5-1 is 3m, and the distance between every two adjacent strips 5-1 is 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 soil on one side of the railway.
As shown in fig. 1 and 2, a column pile 6 is arranged in the foundation pit, the column pile 6 comprises a cast-in-situ bored pile 6-1 located at the lower part and a lattice column 6-2 located at the upper part, the lower part of the cast-in-situ bored pile 6-1 is located between a stripping 5-1 and a bottom sealing layer 4, the lower end part of the lattice column 6-2 is lapped with the upper part of the cast-in-situ bored pile 6-1, the lapping length is 3m, the upper end part of the lattice column 6-2 is lapped with a first concrete support 10, and the lapping length is 0.5m, so that the stability of the foundation pit is improved.
As shown in fig. 1 and 5, a dewatering well 7 is arranged 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 and an outside pit observation recharging well 7-3 which are arranged outside the foundation pit, an inside pit draining well 7-4, an inside pit depressurizing well 7-5 and an inside pit observation well 7-6 which are arranged inside 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, influence of the inside pit dewatering on the water level outside the pit is observed in real time through the outside pit observation well 7-2 (once the observation water level reaches or exceeds an early warning value, measures such as stopping earth excavation, automatically adjusting the force of a steel support shaft inside the pit, recharging the outside pit recharging well 7-1, finding a seepage point and grouting inside and outside the pit are adopted to ensure safety of the water level of the plugging pit, thereby indirectly controlling the deformation stability of the operating medium and high-height iron), the influence on the existing high-speed rail 11 is within a controllable range during excavation and precipitation of the foundation pit, 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 in the pit and the observation well 7-6 in the pit can also be used for emergency treatment.
As shown in fig. 1 to 6, the present embodiment also has the following construction method:
a. after the field is leveled, constructing a cast-in-situ bored pile between the foundation pit and the existing high-speed rail 11 to be used as an isolation pile 1 for protection; 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. after the construction of the underground continuous wall 2 is finished, constructing RJP construction method piles 3 at the wall joints of the underground continuous wall 2 so as to perform water stop reinforcement on the wall joints of the underground continuous wall 2; constructing an RJP construction method pile 3 and constructing an N-jet construction method pile at the wall bottom of the underground continuous wall 2 to form a bottom sealing layer 4 so as to carry out bottom sealing and water insulation reinforcement on the wall bottom of the underground continuous wall 2;
c. after the construction of the bottom sealing layer 4 is finished, constructing a high-pressure jet grouting pile 5 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 reinforcing the foundation at the bottom of the foundation pit;
d. after the construction of the drawing strips 5-1 and the skirt edges 5-2 is finished, the construction of the upright post piles 6 is carried out in the foundation pit, wherein the upright post piles 6 adopt the cast-in-situ bored piles 6-1 as a foundation, the lattice columns 6-2 are added, the lower parts of the lattice columns 6-2 are in lap joint with the cast-in-situ bored piles 6-1, and the upper parts of the lattice columns 6-2 are in lap joint with the first concrete support 10 in the subsequent steps, so that the stability of the enclosure structure in the excavation process of the foundation pit is ensured;
e. after the construction of the upright post pile 6 is completed, constructing a dewatering well 7 inside and outside the foundation pit; and simultaneously, manually chiseling concrete pile heads of the isolation piles 1 and the underground continuous wall 2, constructing a crown beam 8 of the isolation piles 1 and the underground continuous wall 2, a tie beam 9 between the isolation piles 1 and the underground continuous wall 2, and a first concrete support 10 in the foundation pit, and overlapping the first concrete support 10 with the upper part of the lattice column to complete the construction of a 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, the description thereof is not repeated herein.
Claims (7)
1. The utility model provides a deep basal pit supporting construction of high pressure-bearing water environment of soft soil foundation of neighbouring high-speed railway which characterized in that: the construction method comprises a plurality of vertical isolation piles arranged between existing high-speed rails and a foundation pit, wherein a circle of underground continuous wall is arranged on the outer side of the foundation pit along the circumferential direction of the foundation pit, vertical RJP construction method piles are respectively arranged at wall seams of the underground continuous wall in a plugging manner, a sealing bottom layer consisting of a plurality of N-jet construction method piles is arranged in the foundation pit surrounded by the underground continuous wall, and the outer edge part of the sealing bottom layer is connected with the bottom of the underground continuous wall; the upper part of the bottom sealing layer in the foundation pit is provided with a drawing strip and a skirt edge which are composed of high-pressure jet grouting piles; and a vertical upright post pile is arranged in the foundation pit, the lower part of the upright post pile is positioned between the drawing strip and the bottom sealing layer, and the upper part of the upright post pile is in lap joint with a first concrete support in the foundation pit.
2. The deep foundation pit supporting structure for the soft soil foundation high pressure bearing water environment adjacent to the high-speed railway according to claim 1, wherein: the U-shaped piles are overlapped, arranged and combined to form the U-shaped shape, and the opening of the U-shaped shape points to the foundation pit.
3. The deep foundation pit supporting structure for the soft soil foundation high pressure bearing water environment adjacent to the high-speed railway according to claim 1, wherein: 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 supporting structure for the soft soil foundation high pressure bearing water environment adjacent to the high-speed railway according to claim 1, wherein: 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.
5. The deep foundation pit supporting structure for the soft soil foundation high pressure bearing water environment adjacent to the high-speed railway according to claim 1, wherein: 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.
6. The deep foundation pit supporting structure for the soft soil foundation high pressure bearing water environment adjacent to the high-speed railway according to claim 1, wherein: the upright post pile is including the drilling bored concrete pile that is located the lower part and the lattice column that is located upper portion, drilling bored concrete pile lower part is located take out the strip with between the back cover layer, the lower tip of lattice column with drilling bored concrete pile upper portion overlap joint, the upper end of lattice column with the first road concrete support overlap joint.
7. The deep foundation pit supporting structure for the soft soil foundation high pressure bearing water environment adjacent to the high-speed railway according to claim 1, wherein: the isolation piles and the underground continuous wall are connected through tie beams, and crown beams are arranged on the isolation piles and the underground continuous wall.
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| CN202121046936.XU CN215252918U (en) | 2021-05-17 | 2021-05-17 | Deep foundation pit supporting structure of soft soil foundation high-pressure-bearing water environment adjacent to high-speed rail |
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| CN202121046936.XU CN215252918U (en) | 2021-05-17 | 2021-05-17 | Deep foundation pit supporting structure of soft soil foundation high-pressure-bearing water environment adjacent to high-speed rail |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115094958A (en) * | 2022-06-02 | 2022-09-23 | 北京建工集团有限责任公司 | Layered water pumping detection method for ultra-deep large-diameter high-pressure jet grouting bottom sealing effect |
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2021
- 2021-05-17 CN CN202121046936.XU patent/CN215252918U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115094958A (en) * | 2022-06-02 | 2022-09-23 | 北京建工集团有限责任公司 | Layered water pumping detection method for ultra-deep large-diameter high-pressure jet grouting bottom sealing effect |
| CN115094958B (en) * | 2022-06-02 | 2023-05-16 | 北京建工集团有限责任公司 | Layered water pumping detection method for ultra-deep large-diameter high-pressure rotary spraying bottom sealing effect |
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