CN210315585U - Sleeve valve pipe slip casting structure of excavation supporting - Google Patents
Sleeve valve pipe slip casting structure of excavation supporting Download PDFInfo
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- CN210315585U CN210315585U CN201921103985.5U CN201921103985U CN210315585U CN 210315585 U CN210315585 U CN 210315585U CN 201921103985 U CN201921103985 U CN 201921103985U CN 210315585 U CN210315585 U CN 210315585U
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Abstract
A sleeve valve pipe grouting structure for foundation pit supporting comprises a vertical sleeve valve pipe and an oblique sleeve valve pipe; the vertical sleeve valve pipes are arranged in at least two rows and are arranged between the front row of piles and the rear row of piles at intervals; each row of vertical sleeve valve pipes are arranged at intervals along the direction parallel to the edge of the foundation pit; the upper end of the vertical sleeve valve pipe exceeds the top surface of the crown beam, and the lower end of the vertical sleeve valve pipe extends into a soil body between the front row of piles and the rear row of piles; first grout overflow holes are formed in the positions, located in the soil body, of the vertical sleeve valve pipes at intervals, and first plugging pieces are arranged at bottom end openings of the vertical sleeve valve pipes; the oblique sleeve valve pipes are arranged in at least two rows and are arranged at the back of the piles in the back row at intervals; the top of the oblique sleeve valve pipe exceeds the top surface of the crown beam, and the bottom of the oblique sleeve valve pipe is inserted into the soil body at the back of the rear row of piles; and second grout overflow holes are formed in the part, located in the soil body, of the oblique sleeve valve pipe at intervals, and a second plugging piece is arranged at the bottom end opening of the oblique sleeve valve pipe. The utility model provides a traditional sleeve valve pipe slip casting work progress numerous and diverse, and the technical problem of construction cycle length.
Description
Technical Field
The utility model relates to a slip casting structure, especially a foundation ditch supporting's sleeve valve pipe slip casting structure.
Background
The south side of a certain engineering foundation pit is close to a subway line and a highway tunnel, the distance is about 20m, the side of the south side of the interval tunnel penetrates through the subway within the range of 50m of a protection line, the horizontal distance from the north side of the north line of the interval tunnel to the outer skin of an engineering structure is 29.4 m-31.4 m, and the distance from the north side of the interval tunnel to the edge of an engineering supporting structure is 24.5 m-27.0 m; the nearest part of the highway tunnel to the south side of the engineering foundation pit is an equipment room, and the distance between the outer wall structure and the engineering outer wall structure is 8.12m (only 3.1m from the supporting structure); the distance between the tunnel structure outer wall at the rest positions and the project structure outer wall is 15.32m (11.2 m from the supporting structure), the project adopts sleeve valve pipes to carry out soil body grouting reinforcement within the range of 9.4m in the soil body around the foundation pit, the traditional sleeve valve pipe structure grouting is horizontal grouting, the sleeve valve pipe structure grouting needs to be installed along with the layered excavation of the foundation pit earthwork while excavating, the construction process is complicated, and the construction period is long.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a retaining wall's sleeve valve pipe slip casting structure, it is numerous and diverse to solve traditional sleeve valve pipe slip casting work progress, and the technical problem of construction cycle length.
In order to achieve the above purpose, the utility model adopts the following technical scheme.
A sleeve valve pipe grouting structure for a foundation pit support comprises a foundation pit support pile and a foundation pit support anchor rod; the foundation pit supporting piles are arranged along the edge of the foundation pit and comprise front piles, rear piles and crown beams; the crown beam is correspondingly connected between the tops of the front row of piles and the rear row of piles; the foundation pit supporting anchor rod is anchored in the foundation pit supporting pile and the soil body on the back of the foundation pit supporting pile; the sleeve valve pipe grouting structure comprises a vertical sleeve valve pipe and an oblique sleeve valve pipe; the vertical sleeve valve pipes are arranged in at least two rows and are arranged between the front row of piles and the rear row of piles at intervals; wherein, each row of vertical sleeve valve pipes are arranged at intervals along the direction parallel to the edge of the foundation pit; the upper end of the vertical sleeve valve pipe exceeds the top surface of the crown beam, and the lower end of the vertical sleeve valve pipe extends into a soil body between the front row of piles and the rear row of piles; first grout overflow holes are formed in the positions, located in the soil body, of the vertical sleeve valve pipes at intervals, and first plugging pieces are arranged at bottom end openings of the vertical sleeve valve pipes; the oblique sleeve valve pipes are arranged in at least two rows and are arranged at the back of the piles in the back row at intervals; the top of the oblique sleeve valve pipe exceeds the top surface of the crown beam, and the bottom of the oblique sleeve valve pipe is inserted into the soil body at the back of the rear row of piles; and second grout overflow holes are formed in the part, located in the soil body, of the oblique sleeve valve pipe at intervals, and a second plugging piece is arranged at the bottom end opening of the oblique sleeve valve pipe.
Preferably, the distance between two adjacent rows of oblique sleeve valve tubes is 0.5-1 m; in each row of oblique sleeve valve tubes, the distance between adjacent oblique sleeve valve tubes is 1.2-1.8 m.
Preferably, the included angle between the oblique sleeve valve pipe and the vertical direction is 5-15 degrees, and the length of the oblique sleeve valve pipe extending into the soil body is not less than 8 m.
Preferably, in each row of vertical sleeve valve pipes, the distance between adjacent vertical sleeve valve pipes is 1.2-1.8 m; the length of the upper end of the vertical sleeve valve pipe exceeding the top surface of the crown beam is 0.1-0.3 m, and the length of the vertical sleeve valve pipe extending into the soil body is not less than 8 m.
Preferably, the diameter of the vertical sleeve valve pipe is 50-100 mm, and the diameter of the oblique sleeve valve pipe is 50-100 mm.
Preferably, the distance between the adjacent first slurry overflow holes is 500-1000 mm, and the diameter of each first slurry overflow hole is 8-10 mm; the distance between the adjacent second slurry overflow holes is 500-1000 mm, and the diameter of each second slurry overflow hole is 8-10 mm.
Compared with the prior art, the utility model has the following characteristics and beneficial effect.
1. The utility model discloses direct vertical sleeve valve pipe that will set up first excessive thick liquid hole stretches into and carries out the slip casting between preceding campshed and the back campshed to will set up second excessive thick liquid hole slant sleeve valve pipe simultaneously and stretch into and carry out the slip casting in the soil body at back campshed back, need not wait to carry out the slip casting construction respectively after the earthwork layering excavation, can directly pour into the soil body on every layer with the thick liquid, compare traditional horizontal slip casting easy operation, the cycle is short, the construction progress is fast.
2. Adopt the utility model discloses a sleeve valve pipe slip casting structure slip casting has avoided the cross operation of earthwork excavation with sleeve valve pipe slip casting, can organize quick the on-the-spot construction that carries on next procedure, the be convenient for.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic view of the present invention located on one side of an open section of a highway tunnel.
Fig. 2 is a schematic view of the present invention located on one side of the closed section of the highway tunnel.
Fig. 3 is a schematic structural diagram of the arrangement of the middle vertical sleeve valve tube and the oblique sleeve valve tube of the present invention.
Fig. 4 is a schematic structural view of the middle vertical sleeve valve tube of the present invention.
Fig. 5 is a schematic structural view of the middle oblique sleeve valve tube of the present invention.
Reference numerals: 1-foundation pit supporting piles, 1.1-front row piles, 1.2-rear row piles, 1.3-crown beams, 1.4-connecting beams, 2-foundation pit supporting anchor rods, 3-foundation pits, 4-concrete coping, 5-vertical sleeve valve pipes, 6-oblique sleeve valve pipes, 7-first grout overflow holes, 8-first plugging pieces, 9-second grout overflow holes, 10-second plugging pieces, 11-highway tunnels, 12-subway tunnels, 13-tunnel supporting piles, 14-tunnel supporting anchor rods, 15-foundation bottom plates, 16-rainwater pipelines, 17-power pipelines, 18-water supply pipelines and 19-retaining walls.
Detailed Description
As shown in fig. 1-5, the sleeve valve pipe grouting structure of the foundation pit support comprises a foundation pit support pile 1 and a foundation pit support anchor rod 2; the foundation pit supporting piles 1 are arranged along the edge of a foundation pit 3 and comprise front row piles 1.1, rear row piles 1.2 and crown beams 1.3; the crown beam 1.3 is correspondingly connected between the tops of the front row of piles 1.1 and the rear row of piles 1.2; the foundation pit supporting anchor rods 2 are anchored in soil bodies on the backs of the foundation pit supporting piles 1 and the foundation pit supporting piles 1; the sleeve valve pipe grouting structure comprises a vertical sleeve valve pipe 5 and an oblique sleeve valve pipe 6; the vertical sleeve valve pipes 5 are arranged in at least two rows and are arranged between the front row of piles 1.1 and the rear row of piles 1.2 at intervals; wherein, each row of vertical sleeve valve pipes 5 are arranged at intervals along the direction parallel to the edge of the foundation pit 3; the upper end of the vertical sleeve valve pipe 5 exceeds the top surface of the crown beam 1.3, and the lower end of the vertical sleeve valve pipe 5 extends into a soil body between the front row pile 1.1 and the rear row pile 1.2; first grout overflow holes 7 are formed in the positions, located in the soil body, of the vertical sleeve valve pipes 5 at intervals, and first plugging pieces 8 are arranged at bottom end openings of the vertical sleeve valve pipes 5; the oblique sleeve valve pipes 6 are arranged in at least two rows and are arranged at the back of the rear row of piles 1.2 at intervals; the top of the oblique sleeve valve pipe 6 exceeds the top surface of the crown beam 1.3, and the bottom of the oblique sleeve valve pipe 6 is inserted into the soil body at the back of the rear row pile 1.2; second grout overflow holes 9 are arranged at intervals on the part of the oblique sleeve valve pipe 6 in the soil body, and a second plugging piece 10 is arranged at the bottom end opening of the oblique sleeve valve pipe 6.
In the embodiment, the distance between two adjacent rows of oblique sleeve valve tubes 6 is 0.5-1 m; in each row of oblique sleeve valve tubes 6, the distance between adjacent oblique sleeve valve tubes 6 is 1.2-1.8 m.
In this embodiment, the included angle between the oblique sleeve valve tube 6 and the vertical direction is 5 to 15 °, the length of the upper end of the oblique sleeve valve tube 6 exceeding the top surface of the crown beam 1.3 is 0.1 to 0.3m, and the length of the oblique sleeve valve tube 6 extending into the soil body is not less than 8 m.
In the embodiment, in each row of the vertical sleeve valve pipes 5, the distance between the adjacent vertical sleeve valve pipes 5 is 1.2-1.8 m; the length of the upper end of the vertical sleeve valve pipe 5 exceeding the top surface of the crown beam 1.3 is 0.1-0.3 m, construction operation is convenient, and the length of the vertical sleeve valve pipe 5 extending into the soil body is not less than 8 m.
In this embodiment, the diameter of the vertical sleeve valve tube 5 is 50mm to 100mm, and the diameter of the oblique sleeve valve tube 6 is 50mm to 100 mm.
In the embodiment, the distance between the adjacent first slurry overflow holes 7 is 500 mm-1000 mm, and the diameter of each first slurry overflow hole 7 is 8-10 mm; the distance between the adjacent second slurry overflow holes 9 is 500 mm-1000 mm, and the diameter of the second slurry overflow holes 9 is 8-10 mm.
In the embodiment, a highway tunnel 11 and a subway tunnel 12 are arranged behind the foundation pit support piles 1 within a range 50m away from the edge of the foundation pit 3; the subway tunnel 12 is located below the highway tunnel 11, and the distance between the subway tunnel 12 and the foundation pit 3 is larger than the distance between the highway tunnel 11 and the foundation pit 3.
In this embodiment, the foundation pit supporting anchor rods 2 are arranged in at least three rows at intervals in the vertical direction; wherein, each row of foundation pit supporting anchor rods 2 are correspondingly anchored on the front row of piles 1.1, the upper ends of the foundation pit supporting anchor rods 2 are fixed on the front row of piles 1.1, and the lower ends of the foundation pit supporting anchor rods 2 extend into soil mass below the highway tunnel 11; the included angle between the foundation pit support anchor rod 2 and the horizontal direction is 30-40 degrees; the distance between the foundation pit support anchor rod 2 and the highway tunnel 11 is not less than 2 m.
In this embodiment, the foundation pit support pile 1 is a triple-pipe high-pressure jet grouting pile.
In the embodiment, a tunnel support pile 13 and a tunnel support anchor rod 14 are arranged in front of the highway tunnel 11 and close to the highway tunnel 11; the tunnel support piles 13 are arranged in a row at intervals along the long axis direction of the highway tunnel 11; the tunnel support anchor rods 14 are correspondingly anchored in the tunnel support piles 13 and the soil body in front of the tunnel support piles, and the tunnel support anchor rods 14 are located above the uppermost row of foundation pit support anchor rods 2; the upper end of the tunnel supporting anchor rod 14 is connected with the tunnel supporting pile 13, and the lower end of the tunnel supporting pile 13 extends into the foundation pit 3 to be excavated.
In this embodiment, the tunnel support anchor rod 14 is one pile and one anchor at the closed section of the highway tunnel 11, and the tunnel support anchor rod 14 is two piles and one anchor at the open section of the highway tunnel 11.
In this embodiment, the oblique sleeve valve pipe 6 is located between the tunnel support pile 13 and the foundation pit support pile 1.
In the embodiment, connecting beams 1.4 are connected between adjacent front row piles 1.1 and between adjacent rear row piles 1.2; the distance between the front row of piles 1.1 and the foundation bottom plate 15 of the designed main body structure is 0.8-1.5 m.
In this embodiment, a rainwater pipeline 16, an electric power pipeline 17, and a water supply pipeline 18 are buried between the foundation pit support piles 1 and the tunnel support piles 13.
In this embodiment, a retaining wall 19 is disposed on the top of the back row pile 1.2 and on the side close to the road tunnel 11, and a concrete coping 4 is disposed on the top of the retaining wall 19.
In this embodiment, the first and second plugging members 8 and 10 are made of geotextile or made of filter net.
In this embodiment, in the embodiment, after the drilling machine is in place, the drilling angle of the drill rod is adjusted according to the hole positions and angles of the designed oblique sleeve valve tube 6 and the designed vertical sleeve valve tube 5, and after the drilling machine is qualified by the field technician using an angulometer, formal drilling can be performed, a sealing material is prepared while drilling, the sealing material adopts low-strength cement clay slurry, and the slurry formula is cement: 1.2-1.3 percent of clay, and dry materials: and (3) filling a shell sealing material into a drill rod of the drilling machine after the drilling depth meets the design requirement, wherein the weight ratio of water is 1: 1-1: 1.5. After the grouting, pulling out the drill rod, and timely replenishing the slurry after pulling out; the oblique sleeve valve pipe 6 and the vertical sleeve valve pipe 5 are both made of PVC pipes or aluminum pipes, and the maximum pressure capable of being borne is greater than 3.0 MPa; a first plugging piece 8 is arranged at the bottom end opening of the vertical sleeve valve pipe 5, and a second plugging piece 10 is arranged at the bottom end opening of the oblique sleeve valve pipe 6, so that sealing materials are prevented from entering the sleeve valve pipes; grouting is started after casing materials are poured into the lower oblique sleeve valve pipe 6 and the vertical sleeve valve pipe 5 and then cured for 2-3 days, and grouting pressure is controlled to be 0.4-0.6 Mp; and sectional grouting is adopted for grouting, the length of each section of grouting is the grouting step distance, and the length of the core pipe is the grouting step distance.
The above embodiments are not exhaustive of the specific embodiments, and other embodiments are possible, and the above embodiments are intended to illustrate, but not limit the scope of the present invention, and all applications coming from the simple changes of the present invention fall within the scope of the present invention.
Claims (6)
1. A sleeve valve pipe grouting structure for a foundation pit support comprises a foundation pit support pile (1) and a foundation pit support anchor rod (2); the foundation pit supporting piles (1) are arranged along the edge of the foundation pit (3) and comprise front row piles (1.1), rear row piles (1.2) and crown beams (1.3); the crown beam (1.3) is correspondingly connected between the tops of the front row of piles (1.1) and the rear row of piles (1.2); the foundation pit supporting anchor rods (2) are anchored in soil bodies on the back parts of the foundation pit supporting piles (1) and the foundation pit supporting piles (1); the method is characterized in that: the sleeve valve pipe grouting structure comprises a vertical sleeve valve pipe (5) and an oblique sleeve valve pipe (6); the vertical sleeve valve pipes (5) are arranged in at least two rows and are arranged between the front row of piles (1.1) and the rear row of piles (1.2) at intervals; wherein, each row of vertical sleeve valve pipes (5) are arranged at intervals along the direction parallel to the edge of the foundation pit (3); the upper end of the vertical sleeve valve pipe (5) exceeds the top surface of the crown beam (1.3), and the lower end of the vertical sleeve valve pipe (5) extends into a soil body between the front row of piles (1.1) and the rear row of piles (1.2); first grout overflow holes (7) are formed in the positions, located in the soil body, of the vertical sleeve valve pipes (5) at intervals, and first plugging pieces (8) are arranged at bottom end openings of the vertical sleeve valve pipes (5); the oblique sleeve valve tubes (6) are arranged in at least two rows and are arranged at the back of the rear row of piles (1.2) at intervals; the top of the oblique sleeve valve pipe (6) exceeds the top surface of the crown beam (1.3), and the bottom of the oblique sleeve valve pipe (6) is inserted into the soil body at the back of the rear row of piles (1.2); second grout overflow holes (9) are arranged at intervals on the part, located in the soil body, of the oblique sleeve valve pipe (6), and a second plugging piece (10) is arranged at the bottom end opening of the oblique sleeve valve pipe (6).
2. The sleeve valve pipe grouting structure for foundation pit support according to claim 1, wherein: the distance between two adjacent rows of oblique sleeve valve tubes (6) is 0.5-1 m; in each row of oblique sleeve valve pipes (6), the distance between adjacent oblique sleeve valve pipes (6) is 1.2-1.8 m.
3. The sleeve valve pipe grouting structure for foundation pit support according to claim 1, wherein: the included angle between the oblique sleeve valve pipe (6) and the vertical direction is 5-15 degrees, and the length of the oblique sleeve valve pipe (6) extending into the soil body is not less than 8 m.
4. The sleeve valve pipe grouting structure for foundation pit support according to claim 1, wherein: in each row of vertical sleeve valve pipes (5), the distance between every two adjacent vertical sleeve valve pipes (5) is 1.2-1.8 m; the length of the upper end of the vertical sleeve valve pipe (5) exceeding the top surface of the crown beam (1.3) is 0.1-3 m, and the length of the vertical sleeve valve pipe (5) extending into the soil body is not less than 8 m.
5. The sleeve valve pipe grouting structure for foundation pit support according to claim 1, wherein: the diameter of the vertical sleeve valve pipe (5) is 50-100 mm, and the diameter of the oblique sleeve valve pipe (6) is 50-100 mm.
6. The sleeve valve pipe grouting structure for foundation pit support according to claim 1, wherein: the distance between the adjacent first slurry overflow holes (7) is 500-1000 mm, and the diameter of each first slurry overflow hole (7) is 8-10 mm; the distance between the adjacent second slurry overflow holes (9) is 500-1000 mm, and the diameter of each second slurry overflow hole (9) is 8-10 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921103985.5U CN210315585U (en) | 2019-07-15 | 2019-07-15 | Sleeve valve pipe slip casting structure of excavation supporting |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921103985.5U CN210315585U (en) | 2019-07-15 | 2019-07-15 | Sleeve valve pipe slip casting structure of excavation supporting |
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| CN210315585U true CN210315585U (en) | 2020-04-14 |
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| CN201921103985.5U Active CN210315585U (en) | 2019-07-15 | 2019-07-15 | Sleeve valve pipe slip casting structure of excavation supporting |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114411759A (en) * | 2022-02-18 | 2022-04-29 | 中国建筑第八工程局有限公司 | Retaining wall structure at annular tunnel interface and construction method thereof |
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2019
- 2019-07-15 CN CN201921103985.5U patent/CN210315585U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114411759A (en) * | 2022-02-18 | 2022-04-29 | 中国建筑第八工程局有限公司 | Retaining wall structure at annular tunnel interface and construction method thereof |
| CN114411759B (en) * | 2022-02-18 | 2023-11-17 | 中国建筑第八工程局有限公司 | Retaining wall structure at ring tunnel interface and construction method thereof |
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