CN215669558U - Front-mounted inclined pile of foundation pit supporting system - Google Patents
Front-mounted inclined pile of foundation pit supporting system Download PDFInfo
- Publication number
- CN215669558U CN215669558U CN202121889691.7U CN202121889691U CN215669558U CN 215669558 U CN215669558 U CN 215669558U CN 202121889691 U CN202121889691 U CN 202121889691U CN 215669558 U CN215669558 U CN 215669558U
- Authority
- CN
- China
- Prior art keywords
- pile
- section
- sleeve
- steel pipe
- transition joint
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses a front-mounted inclined pile of a foundation pit supporting system; the device comprises an upper section of inclined steel pipe pile, a middle transition joint and a lower section of inclined prefabricated concrete square pile, wherein the top end of the inclined steel pipe pile is supported and fixed with a capping beam of a supporting system, and the lower end of the inclined steel pipe pile is connected with the upper end of the inclined prefabricated concrete square pile through the transition joint; the transition joint penetrates through a basement bottom plate of the foundation pit, and a circle of water stop steel plate is welded outside the transition joint and anchored in the basement bottom plate of the foundation pit; the front-mounted inclined pile further comprises an inclined high-pressure jet grouting pile section extending downwards from the basement bottom plate, a high-pressure jet grouting enlarged head is arranged at the bottom end of the inclined high-pressure jet grouting pile section, the inclined prefabricated concrete square pile is parallel to the inclined high-pressure jet grouting pile section, and the inclined prefabricated concrete square pile is anchored in the inclined high-pressure jet grouting pile section. The front-mounted inclined pile is high in construction efficiency, short in period and high in speed, water leakage of a basement bottom plate can be effectively avoided, the compressive bearing capacity of the pile body is high, and part of the pile body can be recycled.
Description
Technical Field
The utility model relates to the technical field of building foundation pit construction, in particular to a front-mounted inclined pile of a foundation pit supporting system.
Background
With the development of national economic construction, the construction of underground space is more and more frequent, and the construction technology of a foundation pit supporting system for supporting, reinforcing and protecting the underground space is greatly improved. In recent years, in order to avoid exceeding the red line of a construction project, relevant policies prohibit the soft soil deep foundation pit from adopting a soil anchor rod for supporting; the traditional supporting form of adding the guard piles to the horizontal inner supports has higher manufacturing cost; therefore, the combined supporting form of the fender post and the steel pipe inclined supporting post in the foundation pit is increasingly widely applied.
The construction method of the combined support of the fender post and the steel pipe diagonal brace in the foundation pit is approximately as follows: constructing a plurality of fender piles around the edge of the foundation pit, and constructing a circle of capping beam at the top of each fender pile; then performing basin-type excavation, constructing an island-type concrete bottom plate at the bottom end of the excavated basin-type foundation pit, integrally casting and tamping a concrete corbel with the island-type concrete bottom plate, and abutting and fixing the upper end of each steel pipe inclined strut and the top compression beam and the lower end of each steel pipe inclined strut and the concrete corbel; and after the support of one circle of steel pipe diagonal braces at the periphery of the foundation pit is finished, excavating a circle of triangular soil body left at the outer edge of the foundation pit, pouring and tamping the concrete of the basement bottom plate except the island-type concrete bottom plate, and finally removing each steel pipe diagonal brace.
The construction method has an obvious defect that because the basement bottom plate concrete is not constructed at one time, a circle of post-cast strip and construction joints are required to be reserved on the outer edge of the island type concrete bottom plate at the center, in other words, the island type concrete bottom plate at the center is constructed firstly, then a circle of bottom plate at the edge of the foundation pit is constructed, and finally a circle of post-cast strip is constructed, so that the process is complicated, the construction period can be prolonged, the construction cost is increased, the post-cast strip and the construction joints have water leakage hidden dangers, and the quality problem of water seepage of the bottom plate can occur carelessly.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem of providing a preposed inclined pile of a foundation pit supporting system, which has high construction efficiency, short period and high speed, can effectively avoid water leakage of a basement bottom plate, has strong compressive bearing capacity of a pile body, and can recycle and reuse part of the pile body.
The utility model provides a front-mounted inclined pile of a foundation pit supporting system; the device comprises an upper section of inclined steel pipe pile, a middle transition joint and a lower section of inclined prefabricated concrete square pile, wherein the top end of the inclined steel pipe pile is supported and fixed with a capping beam of a supporting system, and the lower end of the inclined steel pipe pile is connected with the upper end of the inclined prefabricated concrete square pile through the transition joint; the transition joint penetrates through a basement bottom plate of the foundation pit, and a circle of water stop steel plate is welded outside the transition joint and anchored in the basement bottom plate of the foundation pit; the front-mounted inclined pile further comprises an inclined high-pressure jet grouting pile section extending downwards from the basement bottom plate, a high-pressure jet grouting enlarged head is arranged at the bottom end of the inclined high-pressure jet grouting pile section, the inclined prefabricated concrete square pile is parallel to the inclined high-pressure jet grouting pile section, and the inclined prefabricated concrete square pile is anchored in the inclined high-pressure jet grouting pile section.
The construction process of the front-mounted inclined pile of the foundation pit supporting system is as follows.
Leveling the on-site foundation soil body by using an excavator, putting the on-site foundation soil body on a roadbed box, hoisting and conveying a guide device to the roadbed box by using a crane, wherein the guide device is provided with a guide groove, the guide groove can be fixedly or movably connected to the guide device, and the inclination angle of the guide groove is only required to be ensured to be the same as that of each pile section of a front-mounted inclined pile to be constructed.
Measuring the pile position of the front-mounted inclined pile by using a measuring instrument such as a total station, and digging a groove pit at the pile position; confirming the inclination angle of the guide groove to be parallel to the inclination angle of the front-mounted inclined pile, and adjusting the position of the base of the guide device to ensure that the lower opening of the guide groove is over against the pile position of the front-mounted inclined pile; then the base of the guiding device is fixed on the roadbed box in a threaded manner.
Hoisting the high-pressure rotary jet grouting pile machine by using a crawler crane, mounting the high-pressure rotary jet grouting pile machine on a roadbed box behind a guide device, and enabling a drill rod of the high-pressure rotary jet grouting pile machine to be positioned in a guide groove and to be over against the pile position center of a front-mounted inclined pile; and starting the power head of the pile machine, drilling and spraying cement slurry in a rotary mode until the designed elevation of the pile bottom of the inclined pile is reached, and spraying cement slurry again at the position of the pile bottom to form the high-pressure rotary spraying expanded head at the pile bottom. In the step, slurry with common strength is sprayed above the basement bottom plate in a rotating mode by taking the set elevation of the basement bottom plate as a boundary so as to form a cement soil mixing pile section with a hole leading effect, and the cement soil mixing pile section is not large in strength and convenient to dig along with the foundation pit soil body at the later stage; and high-pressure cement paste is sprayed below the basement bottom plate to form a high-pressure rotary-spraying pile section, the high-pressure rotary-spraying pile section plays a role of a guide hole when not hardened so as to facilitate the sinking of the inclined precast concrete square pile, and sufficient bearing capacity of a pile foundation, namely pile side friction and pile end resistance, is provided after the inclined precast concrete square pile is hardened.
Hoisting the precast concrete square pile by using a crawler crane and placing the precast concrete square pile in the guide groove; and clamping the upper end of the inclined prefabricated concrete square pile by using a vibration hammer at the front end of a hanging arm of the pile driver, and vibrating and pressing the inclined prefabricated concrete square pile downwards to enable the inclined prefabricated concrete square pile to sink along the pilot hole, namely the unhardened cement-soil mixed pile section and the high-pressure rotary jet pile section.
After the inclined prefabricated concrete square pile is sunk to a proper distance, the inclined steel pipe pile is lifted by a crane, the inclined steel pipe pile is butted with the inclined prefabricated concrete square pile by a transition joint, the inclined steel pipe pile is positioned in the guide groove, and the upper end of the inclined steel pipe pile is clamped by a vibration hammer at the front end of a lifting arm of a pile driving and pulling machine to vibrate and sink obliquely;
after the inclined steel pipe pile is sunk to a certain depth, a crawler crane is used for lifting one pile feeder to enable the pile feeder to be positioned in the guide groove, the lower end of the pile feeder is fixedly butted with the upper end of the inclined steel pipe pile, and then the pile feeder is continuously vibrated and pressed downwards until a front-mounted inclined pile formed by the inclined steel pipe pile and the inclined prefabricated concrete square pile is sunk to a set elevation, namely the depth of the enlarged head of the high-pressure jet grouting pile section is reached.
Thus, the construction of the preposed inclined pile is completed, the foundation pit is dug downwards to the bottom of the pit, namely the depth of the basement bottom plate, the cement soil mixing pile section above the basement bottom plate is dug out along with the soil body of the foundation pit, the upper parts of the inclined steel pipe pile and the transition joint at the upper section are exposed, a circle of water stop steel plate is welded at the position, with the middle part of the thickness of the basement bottom plate and the same height, of the transition joint, and then the basement bottom plate concrete is integrally cast.
From the analysis, the preposed oblique piles of the foundation pit supporting system are constructed, so that the integral one-time excavation can be realized in the subsequent foundation pit excavation, the basement bottom plate is also integrally cast once, and the two-time excavation and three-time pouring are not needed like the prior art, so that the construction efficiency is high, the period is short, the speed is high, and the integral casting and tamping without a post-cast strip can effectively avoid the water leakage of the basement bottom plate; the inclined pile section below the basement bottom plate is a combination of an outer high-pressure rotary jet grouting pile section and an inclined prefabricated concrete square pile wrapped in the outer high-pressure rotary jet grouting pile section, the prefabricated concrete pile is combined with the hardened high-pressure rotary jet grouting pile section, ideal pile side frictional resistance is obtained, and the pile end bearing capacity of the pile body is improved more remarkably by the aid of the expansion head at the bottom end of the high-pressure rotary jet grouting pile section, so that the mechanical bearing performance of the pile body is guaranteed; in addition, the cement soil stirring pile section and the high-pressure rotary spraying pile section before hardening play a role in guiding holes for the sinking of the inclined steel pipe pile and the inclined prefabricated concrete square pile; just because transition joint has run through the basement bottom plate, so oblique steel-pipe pile is located basement bottom plate top completely, so when basement bottom plate is watered and is smash the completion back, when not needing oblique steel-pipe pile to provide the support again, just can be swiftly convenient will incline the steel-pipe pile and tear the transition joint department away, need not the cutting, do not harm oblique steel-pipe pile, be convenient for have enough to meet the need and recycle, improve its economic benefits.
Preferably, the transition joint comprises a round sleeve at the upper part and a square sleeve at the lower part, an inner sleeve is welded at the lower opening of the inclined steel pipe pile, the inner sleeve is provided with an inner pin hole, the inner sleeve of the inclined steel pipe pile is sleeved in the upper opening of the round sleeve, the pipe wall at the upper end of the round sleeve is provided with an outer pin hole, and the inner sleeve of the inclined steel pipe pile and the round sleeve of the transition joint are fixed through a bolt penetrating through the outer pin hole and the inner pin hole; the lower opening of the square sleeve sleeves the upper end of the inclined prefabricated concrete square pile, a rectangular through hole is formed in a top plate of the square sleeve in a penetrating mode, a wedge-shaped inserting piece is inserted into the rectangular through hole, and the wedge-shaped inserting piece tightly extrudes the inclined prefabricated concrete square pile and the side wall of the square sleeve; therefore, the structure is convenient to assemble, and the butt joint of the transition joint and the inclined precast concrete square pile is completed only by sleeving the lower opening of the square sleeve on the upper end of the inclined precast concrete square pile and inserting and extruding the lower opening of the square sleeve by the wedge-shaped inserting piece; sleeving an inner sleeve of the lower opening of the inclined steel pipe pile in the upper opening of the circular sleeve and locking the inner sleeve by a transverse bolt to complete the butt joint of the inclined steel pipe pile and the transition joint; and the butt joint effect is firm and reliable, and the later stage inclined steel pipe pile is nimble with transition joint's dismantlement, need not the cutting, and convenient to use.
Preferably, the lower part of the side wall of the inclined steel pipe pile is provided with a vertical upper marker post, the upper part of the pipe wall of the circular sleeve is provided with a vertical lower marker post, and when the upper marker post and the lower marker post are aligned, an inner pin hole of the inner sleeve is opposite to an outer pin hole of the circular sleeve; therefore, when the inner sleeve is sleeved in the round sleeve during butt joint, the two mark rods are aligned, the inner pin hole and the outer pin hole can be aligned, and the plug pin can be conveniently inserted.
Drawings
Fig. 1 is a schematic structural view of a front-mounted oblique pile of the foundation pit supporting system of the utility model constructed by using a guide device in cooperation with a pile driver.
Fig. 2 is a schematic structural diagram of a joint of a transition joint of an inclined steel pipe pile and an inclined prefabricated concrete square pile of a front-mounted inclined pile of a foundation pit supporting system.
Fig. 3 is an assembled exploded view of fig. 2.
The device comprises an inclined steel pipe pile 1, a transition joint 2, a round sleeve 2.1, a square sleeve 2.2, a square concrete square pile 3, an inclined prefabricated concrete square pile 4, a capping beam 5, a basement bottom plate 6, a water stop steel plate 7, an inclined high-pressure rotary spray pile section 8, a high-pressure rotary spray expansion head 9, an inner sleeve 10, an inner pin hole 11, an outer pin hole 12, a pin 13, a rectangular through hole 14, a wedge-shaped insertion sheet 15, an upper marker post 16, a lower marker post 17, a fender pile 18, a pile driving and pulling machine 19, a vibration hammer 20 and a pile feeder.
Detailed Description
The utility model is further described with reference to the following figures and specific examples.
As shown in fig. 1 to 3, the preposed inclined pile of the foundation pit supporting system of the utility model comprises an inclined steel pipe pile 1 at the upper section, a transition joint 2 at the middle section and an inclined precast concrete square pile 3 at the lower section. And a capping beam 4 is arranged at the top end of a circle of fender piles 17 of the foundation pit supporting system, and the top end of the inclined steel pipe pile 1 is supported and fixed with the capping beam 4.
The lower end of the inclined steel pipe pile 1 is connected with the upper end of an inclined prefabricated concrete square pile 3 through a transition joint 2; specifically, the transition joint 2 comprises a round sleeve 2.1 at the upper part and a square sleeve 2.2 at the lower part, an inner sleeve 9 is welded at the lower opening of the inclined steel pipe pile 1, the inner sleeve 9 is provided with an inner pin hole 10, the inner sleeve 9 of the inclined steel pipe pile 1 is sleeved in the upper opening of the round sleeve 2.1, the pipe wall of the upper end of the round sleeve 2.1 is provided with an outer pin hole 11, and the inner sleeve 9 of the inclined steel pipe pile 1 and the round sleeve 2.1 of the transition joint 2 are fixed through a bolt 12 which penetrates through the outer pin hole 11 and the inner pin hole 10; the lower opening of the square sleeve 2.2 is sleeved at the upper end of the inclined precast concrete square pile 3, a rectangular through hole 13 is communicated with the top plate of the square sleeve 2.2, a wedge-shaped inserting piece 14 is inserted in the rectangular through hole 13, and the inclined precast concrete square pile 3 and the side wall of the square sleeve 2.2 are tightly extruded by the wedge-shaped inserting piece 14.
For the convenience of splicing and assembling, the lower part of the side wall of the inclined steel pipe pile 1 is provided with a vertical upper marker post 15, the upper part of the pipe wall of the circular sleeve 2.1 is provided with a vertical lower marker post 16, and when the upper marker post 15 and the lower marker post 16 are aligned, the inner pin hole 10 of the inner sleeve 9 is just opposite to the outer pin hole 11 of the circular sleeve 2.1.
The transition joint 2 runs through the basement bottom plate 5 of foundation ditch and the transition joint 2 is welded outward has round stagnant water steel sheet 6, and this stagnant water steel sheet 6 anchor is in the middle of the thickness of basement bottom plate 5 of foundation ditch. The preposed inclined pile further comprises an inclined high-pressure rotary spraying pile section 7 extending downwards from the basement bottom plate 5, a high-pressure rotary spraying enlarged head 8 is arranged at the bottom end of the inclined high-pressure rotary spraying pile section 7, the inclined prefabricated concrete square pile 3 is parallel to the inclined high-pressure rotary spraying pile section 7, and the inclined prefabricated concrete square pile 3 is anchored in a core area of the inclined high-pressure rotary spraying pile section 7. In this embodiment, the size of the inclined prefabricated concrete square pile 3 is 400 × 400mm, the normal section pile diameter of the inclined high-pressure jet grouting pile section 7 is 800mm, the pile diameter of the high-pressure jet grouting enlarged head 8 at the bottom end of the inclined high-pressure jet grouting pile section 7 is about 1200mm, and the inclined prefabricated concrete square pile 3 is completely covered by the inclined high-pressure jet grouting pile section 7.
The inclined steel pipe pile 1 and the inclined prefabricated concrete square pile 3 are driven into the soil by a vibration hammer 19 of a suspension arm of a pile driving and pulling machine 18, and when the length of the final stage of driving and inserting is not enough, a pile feeder 20 is fixed on the vibration hammer 19 to feed the inclined steel pipe pile 1 and the inclined prefabricated concrete square pile 3 to a set elevation.
Claims (3)
1. The utility model provides a leading formula batter pile of excavation supporting system which characterized in that: the device comprises an upper section of an inclined steel pipe pile (1), a middle transition joint (2) and a lower section of an inclined prefabricated concrete square pile (3), wherein the top end of the inclined steel pipe pile (1) is supported and fixed with a capping beam (4) of a supporting system, and the lower end of the inclined steel pipe pile (1) is connected with the upper end of the inclined prefabricated concrete square pile (3) through the transition joint (2); the transition joint (2) penetrates through a basement bottom plate (5) of the foundation pit, a circle of water stop steel plate (6) is welded outside the transition joint (2), and the water stop steel plate (6) is anchored in the basement bottom plate (5) of the foundation pit; the preposed inclined pile further comprises an inclined high-pressure rotary spraying pile section (7) extending downwards from the basement bottom plate (5), a high-pressure rotary spraying expansion head (8) is arranged at the bottom end of the inclined high-pressure rotary spraying pile section (7), the inclined prefabricated concrete square pile (3) is parallel to the inclined high-pressure rotary spraying pile section (7), and the inclined prefabricated concrete square pile (3) is anchored in the inclined high-pressure rotary spraying pile section (7).
2. The front-mounted batter pile of an excavation supporting system according to claim 1, characterized in that: the transition joint (2) comprises a round sleeve (2.1) at the upper part and a square sleeve (2.2) at the lower part, an inner sleeve (9) is welded at the lower opening of the inclined steel pipe pile (1), the inner sleeve (9) is provided with an inner pin hole (10), the inner sleeve (9) of the inclined steel pipe pile (1) is sleeved in the upper opening of the round sleeve (2.1), the pipe wall of the upper end of the round sleeve (2.1) is provided with an outer pin hole (11), and the inner sleeve (9) of the inclined steel pipe pile (1) and the round sleeve (2.1) of the transition joint (2) are fixed through a bolt (12) which penetrates through the outer pin hole (11) and the inner pin hole (10); the lower opening of the square sleeve (2.2) is sleeved at the upper end of the inclined precast concrete square pile (3), a rectangular through hole (13) is formed in a top plate of the square sleeve (2.2) in a penetrating mode, a wedge-shaped inserting piece (14) is inserted into the rectangular through hole (13), and the inclined precast concrete square pile (3) and the side wall of the square sleeve (2.2) are tightly extruded by the wedge-shaped inserting piece (14).
3. The front-mounted batter pile of an excavation supporting system according to claim 2, characterized in that: the lower part of oblique steel-pipe pile (1) lateral wall is equipped with vertical last sighting rod (15), and the upper portion of round sleeve (2.1) pipe wall is equipped with vertical lower sighting rod (16), and when going up sighting rod (15) and lower sighting rod (16) and lining pipe (9) interior pinhole (10) and round sleeve (2.1) outer pinhole (11) just right.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121889691.7U CN215669558U (en) | 2021-08-12 | 2021-08-12 | Front-mounted inclined pile of foundation pit supporting system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121889691.7U CN215669558U (en) | 2021-08-12 | 2021-08-12 | Front-mounted inclined pile of foundation pit supporting system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN215669558U true CN215669558U (en) | 2022-01-28 |
Family
ID=79952013
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202121889691.7U Active CN215669558U (en) | 2021-08-12 | 2021-08-12 | Front-mounted inclined pile of foundation pit supporting system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN215669558U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115045293A (en) * | 2022-06-29 | 2022-09-13 | 浙江大学 | Deep foundation pit vertical inclined strut structure and construction method thereof |
-
2021
- 2021-08-12 CN CN202121889691.7U patent/CN215669558U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115045293A (en) * | 2022-06-29 | 2022-09-13 | 浙江大学 | Deep foundation pit vertical inclined strut structure and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110093928A (en) | A kind of foundation pit supporting construction and earth excavation construction method | |
| JP2018024982A (en) | Reinforcement method and reinforcement structure of existing pile foundation | |
| CN105649090A (en) | Construction method for support combining steel sheet piles and stirring piles | |
| CN105442532A (en) | Construction method for pile-head-expanded bored pile | |
| CN110685286A (en) | Deep foundation pit supporting construction process for adjacent road under complex geological condition | |
| CN111560962A (en) | Backfill area foundation pit supporting structure and construction method thereof | |
| KR20110041391A (en) | Pile structure | |
| CN215669558U (en) | Front-mounted inclined pile of foundation pit supporting system | |
| KR20090007826A (en) | Process of blocking water penetration and blocking earth collapsing by using impermeable wall without strut | |
| KR100618597B1 (en) | Cast in place concrete pile using vibro magnetic shovel hammer, and the construction method of this | |
| CN112412472B (en) | Pipe-jacking working well wall reverse-acting system in soft soil area and construction method and application thereof | |
| CN109610473A (en) | A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration | |
| CN110258600A (en) | A kind of vertical cofferdam construction engineering method suitable for deep water waters | |
| KR102082495B1 (en) | Low part cast in place pile construction method | |
| CN210368935U (en) | Miniature pile structure, crown beam structure and miniature pile foundation pit supporting system | |
| CN109653193B (en) | Reverse construction method for underground continuous wall | |
| CN114439015A (en) | Construction method for improving rock-socketed depth of large-diameter cast-in-place pile | |
| CN113818430A (en) | Construction method of geological cement mixing pile with water-rich layer and sludge | |
| JP2858997B2 (en) | Temporary support column used for reverse driving method | |
| CN205954609U (en) | High frequency compaction grooving bridge type ground is wall construction professional equipment even | |
| JP2004218378A (en) | Removing method for existing pile | |
| CN205116162U (en) | Pile head enlarges drilling bored concrete pile clad steel and protects a section of thick bamboo | |
| CN215406059U (en) | A guider that is used for constructing leading formula batter pile of excavation supporting system | |
| JPH0768707B2 (en) | Open caisson method | |
| CN211446570U (en) | Abutment structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |