CN111364481A - End embedded type prestressed inclined pile and construction method thereof - Google Patents
End embedded type prestressed inclined pile and construction method thereof Download PDFInfo
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- CN111364481A CN111364481A CN202010332734.5A CN202010332734A CN111364481A CN 111364481 A CN111364481 A CN 111364481A CN 202010332734 A CN202010332734 A CN 202010332734A CN 111364481 A CN111364481 A CN 111364481A
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- 238000010276 construction Methods 0.000 title claims description 11
- 238000009412 basement excavation Methods 0.000 claims abstract description 8
- 239000002689 soil Substances 0.000 claims abstract description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 40
- 239000010959 steel Substances 0.000 claims description 40
- 238000006073 displacement reaction Methods 0.000 claims description 9
- 239000004567 concrete Substances 0.000 claims description 5
- 238000003466 welding Methods 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 230000008602 contraction Effects 0.000 claims description 2
- 230000005540 biological transmission Effects 0.000 abstract description 4
- 238000012423 maintenance Methods 0.000 abstract description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 5
- 238000013461 design Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000003754 machining Methods 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 238000003892 spreading Methods 0.000 description 1
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/58—Prestressed concrete piles
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to an end embedded prestressed inclined pile, which is driven into soil before excavation; the anti-pulling device is movably connected with the inclined pile in the axial direction; the loading device takes the anti-pulling device as an acting point and applies axial prestress to the inclined pile; the anti-pulling device is pre-buried and fixed in the enclosing purlin, and a loading device is installed at the part of the upper end of the anti-pulling device, which extends out of the enclosing purlin; the anti-pulling device and the loading device are locked and fixed by adopting a detachable positioning device. The invention can apply prestress before excavation, and quickly exert bearing capacity of the inclined pile; the force transmission equipment can provide reverse thrust to the inclined pile support to enable the inclined pile to deform in advance, so that the bearing capacity of the inclined pile is exerted quickly, the deformation of the foundation pit is controlled, and the surrounding environment is protected; after the structure maintenance is finished, the anti-pulling device and the prestress stressing device above the enclosing purlin can be disassembled and recovered; the inclined pile prestress applying device is positioned outside the ring beam, has a wide application range and can extend to the ground so as to avoid the influence of underground water due to the falling bottom of the ring beam.
Description
Technical Field
The invention relates to an inclined strut device used in a foundation pit, in particular to an end embedded prestressed inclined pile and a construction method thereof, and belongs to the technical field of foundation pit engineering.
Background
The slant slip casting steel pipe props as foundation ditch engineering temporary support structure, has not only increased the interior operating space of hole, has also reduced the supporting system cost, has good application and spreading value. However, in the actual implementation process, only after the top of the oblique grouting steel pipe is deformed to a certain extent, a reliable bearing capacity can be provided, and the deformation of the foundation pit and the protection of the surrounding environment are not facilitated.
The Chinese patent document with the publication number of CN103276739A, 9 and 4 in 2013, discloses a foundation pit supporting structure with an inclined pile and a prestressed enclosing purlin, and discloses a concept that a loading device is arranged at the bottom of an inclined steel support so as to actively apply prestress, but the loading device is arranged on a bottom plate and can be implemented only after earth is completely excavated, and the loading device is difficult to recover; and because loading device sets up on the bottom plate, loading device is far away from hole limit control system, and the connecting wire of loading device and hole limit control system influences hole limit earthwork excavation and underground major structure construction.
Disclosure of Invention
Compared with the existing inclined grouting steel pipe support, the inclined pile pre-stress device can quickly apply the inclined pile pre-stress before the earth excavation, so that the inclined pile enters a stress state in advance, the purposes of quickly exerting the bearing capacity of the inclined pile, reducing the deformation of a foundation pit and effectively protecting the surrounding environment are achieved, and the inclined pile pre-stress applying device is positioned on the outer side of the ring beam, has a large application range, can be extended to the ground so as to avoid the influence of underground water due to the falling bottom of the ring beam, and can be recovered.
The invention adopts the following technical scheme:
an end embedded prestressed inclined pile comprises an inclined pile, a surrounding purlin, an anti-pulling device and a loading device; the inclined piles are driven into the soil before excavation; the anti-pulling device is movably connected with the inclined pile in the axial direction; the loading device takes the anti-pulling device as an acting point and applies axial prestress to the inclined pile; the anti-pulling device is pre-buried and fixed in the enclosing purlin, and the loading device is installed at the part of the upper end of the anti-pulling device, which extends out of the enclosing purlin; the anti-pulling device and the loading device are locked and fixed by adopting a detachable positioning device.
Preferably, the anti-pulling device 4 is cylindrical and is sleeved outside the inclined pile 10, and the loading device 1 is fixedly connected with the upper end of the anti-pulling device 4 through a flange.
Preferably, the anti-pulling device 4 is cylindrical and is sleeved outside the inclined pile 10, and the loading device 1 is arranged inside the anti-pulling device 4; the side walls of the loading device 1 and the anti-pulling device 4 are provided with a plurality of corresponding positioning holes, and the loading device and the anti-pulling device are fixedly positioned through a plurality of bolts.
Preferably, an end sealing plate is fixedly installed at the upper end of the batter pile 10, and the loading device 1 applies force to the end sealing plate.
Preferably, the inclined pile is one or more of a steel pipe, profile steel, combined steel, a prefabricated pipe pile, a square pile and a steel and concrete combined type long and thin axial stress rod piece.
Preferably, one end of the inclined pile extends out of the surrounding purlin, and the other end of the inclined pile is embedded into pit bottom soil; the inclined pile is provided with a limiting device for fixing and positioning the anti-pulling device 4.
Preferably, the purlin is a retaining pile end anchoring and force transmission component made of one or more of steel concrete, section steel and combined section steel.
Furthermore, the anti-pulling device is of a cylindrical structure and sleeved on the inclined pile; one end of the anti-pulling device is embedded and fixed in the enclosing purlin, and the other end of the anti-pulling device is exposed out of the enclosing purlin; the anti-pulling device is embedded and fixed on the surrounding purlin section and is provided with an anti-sliding device 7; and the upper part of the anti-pulling device is provided with an opening for placing the loading device.
Furthermore, a reserved groove is formed in the side edge of the anti-pulling device, and the locking device 2 is placed in the reserved groove opening; the locking device is used for connecting the loading device and the inclined pile, the used material is profile steel, the locking mode is one of welding, bolts and rivets, and the locking device can be unlocked and prestress can be applied for multiple times.
Preferably, the loading device applies axial force to the batter pile through expansion and contraction; the loading device is aligned with the anti-pulling device by adopting a positioning device; the loading device is connected with the anti-pulling device through a bolt or welded; the loading device adopts a jack.
The construction method of the end embedded prestressed inclined pile comprises the following steps:
s1, constructing the inclined piles; s2, sleeving the anti-pulling device into the inclined pile, and fixing the bottom end of the anti-pulling device to a limit point; s3, constructing a ring beam; s4, maintaining; installing a loading device; and S5, applying prestress, and reading the displacement and the axial force of the steel pipe.
Preferably, step S1 further includes constructing a fender post; in step S2, the anti-pulling device completes the processing of the loading port and the anti-sliding device; further comprising the steps of: s6, locking through a locking device to finish prestress application; s7, when the prestress loss or the displacement is too large, unlocking and applying prestress for many times; s8, recovering the anti-pulling device and the loading device after the support is detached.
The invention has the beneficial effects that:
1) and a prestress device is applied before excavation, so that the bearing capacity of the inclined pile is quickly exerted. The prestressed force applying device is additionally arranged on the existing inclined pile support, and the force transmission equipment can provide reverse thrust to the inclined pile support to enable the inclined pile to deform in advance, so that the bearing capacity of the inclined pile is exerted quickly, the deformation of a foundation pit is controlled, and the surrounding environment is protected.
2) The prestress force application device can be recovered. After the structure maintenance is finished, the anti-pulling device above the enclosing purlin and the prestress stressing device can be disassembled, and the prestress device can be recovered.
3) The inclined pile prestress applying device is positioned outside the ring beam, has a wide application range and can extend to the ground so as to avoid the influence of underground water due to the falling bottom of the ring beam.
Drawings
Fig. 1 is a side view of an end embedded prestressed batter pile in the first embodiment.
Fig. 2 is a partially enlarged view of fig. 1.
Fig. 3 is a side view of the embedded prestressed batter pile of the second embodiment.
Fig. 4 is a partially enlarged view of fig. 3.
FIG. 5 is a schematic view of the construction of fender posts and diagonal bracing steel pipes in the first step of the first embodiment.
Fig. 6 is a schematic diagram of welding the head plate after filling stones in the diagonal bracing steel tube and grouting in the second step in the first embodiment.
FIG. 7 is a schematic view showing the first embodiment, in which the outer tube is inserted and the bottom end is fixed to the limit point, in the third step.
Fig. 8a is a schematic diagram of the fourth step of pouring the enclosure beam (purlin) in the first embodiment.
Fig. 8b is a cross-sectional view in the top direction of fig. 8 a.
Fig. 9a is a schematic diagram of the loading device and bolt hole positions in the fifth step of the first embodiment.
Fig. 9b is a cross-sectional view in the top direction of fig. 9 a.
Fig. 10a is a schematic view of the loading device and the outer sleeve fixed by the bolt in the sixth step of the first embodiment.
Fig. 10b is a cross-sectional view in the top direction of fig. 10a.
Fig. 11a is a schematic diagram of the seventh step of the first embodiment, in which the jack is pressurized, the prestress is applied, and the displacement and the axial force of the steel pipe are read.
Fig. 11b is a cross-sectional view in the top direction of fig. 11 a.
Fig. 12a is a schematic view of the eighth step of the first embodiment, which is to weld the locking device through the pre-groove to lock the front-prop grouting steel pipe and the outer sleeve.
Fig. 12b is a cross-sectional view in the top direction of fig. 12 a.
FIG. 13 is a schematic view of the construction of a fender pile and a diagonal steel pipe in the second embodiment.
Fig. 14 is a schematic diagram of welding the head plate after filling stones in the diagonal bracing steel tube, grouting and finishing in the second step of the second embodiment.
FIG. 15 is a schematic view showing the step three of the second embodiment in which the outer tube is inserted and the bottom end is fixed to the limit point.
Fig. 16a is a schematic view of the pouring of the enclosure beam (purlin) in the fourth step in the second embodiment.
Fig. 16b is a cross-sectional view in the top direction of fig. 16 a.
Fig. 17a is a schematic illustration of the loading device, step five, with bolt hole positions aligned therewith, according to a second embodiment.
Fig. 17b is a cross-sectional view in the top direction of fig. 17 a.
FIG. 18a is a schematic view of the second embodiment, step six, in which the loading device is fixed to the outer sleeve by the bolt and the jack can be loaded to apply the axial force.
Fig. 18b is a cross-sectional view in the top direction of fig. 18 a.
In the figure, 1, a loading device, 2, a locking device, 3, a fender post, 4, an anti-pulling device, 5a, a positioning device (embodiment one), 5b, a positioning device (embodiment two), 6, a preformed groove, 7, an anti-sliding device, 8, an enclosing purlin, 9, a limiting device, 10, an inclined pile, 11, a head plate, 12, an anti-shearing device, 10a, a front support steel pipe, 4a, an anti-pulling outer sleeve and 4b, the preformed groove are arranged.
Detailed Description
The invention is further described with reference to the following figures and specific examples.
The first embodiment is as follows:
referring to fig. 1-2, an end-embedded prestressed inclined pile comprises an inclined pile, a surrounding purlin, an anti-pulling device and a loading device; the inclined piles are driven into the soil before excavation; the anti-pulling device is movably connected with the inclined pile in the axial direction; the loading device takes the anti-pulling device as an acting point and applies axial prestress to the inclined pile; the anti-pulling device is pre-buried and fixed in the enclosing purlin, and the loading device is installed at the part of the upper end of the anti-pulling device, which extends out of the enclosing purlin; the anti-pulling device and the loading device are locked and fixed by adopting a detachable positioning device.
In this embodiment, the anti-pulling device 4 is cylindrical and sleeved outside the batter pile 10, and the loading device 1 is arranged inside the anti-pulling device 4; the side walls of the loading device 1 and the anti-pulling device 4 are provided with a plurality of corresponding positioning holes, and the loading device and the anti-pulling device are fixedly positioned through a plurality of bolts, as shown in fig. 1 and 2.
In this embodiment, an end plate 11 is fixedly installed at the upper end of the batter pile 10, and the loading device 1 applies force to the end plate, as shown in fig. 1 and 2.
The inclined pile is one or more of steel pipes, section steel, combined steel, prefabricated pipe piles, square piles, steel and concrete combined type long and thin axial stress rod pieces and the like. Specifically, in this embodiment, the oblique piles are made of grouting steel pipes.
In this embodiment, referring to fig. 1-2, the batter pile extends out of the purlin at one end and is embedded in the pit bottom soil at the other end; the batter pile is provided with a limiting device 9 for fixing and positioning the anti-pulling device 4.
In this embodiment, the purlin is a retaining pile end anchoring and force transmission member, and the material is one of reinforced concrete, section steel, combined section steel and the like.
In this embodiment, the anti-pulling device 4 is a cylindrical structure, and is sleeved on the inclined pile; one end of the anti-pulling device is embedded and fixed in the enclosing purlin, and the other end of the anti-pulling device is exposed out of the enclosing purlin; the anti-pulling device is embedded and fixed on the surrounding purlin section and is provided with an anti-sliding device 7; the upper part of the anti-pulling device 4 is provided with an opening for placing the loading device 1. As shown in fig. 1 and 2.
In this embodiment, the anti-pulling device 4 has a pre-groove on its side, and the pre-groove is inserted into the locking device 2 (not shown in detail in the drawings, but understood by those skilled in the art); the locking device 2 is used for connecting the loading device 1 and the inclined pile 10, the used material is section steel, the locking mode is one of welding, bolts and rivets, and the locking device can be unlocked and prestress can be applied for multiple times.
In this embodiment, the loading device 1 applies axial force to the batter pile by telescoping; the loading device 1 is aligned with a reserved hole in the anti-pulling device 4 by adopting a positioning device 5 a; the loading device 1 is connected with the anti-pulling device through a bolt or welded; the loading device 1 adopts a jack.
The construction method of the end embedded prestressed inclined pile, as shown in fig. 5-12 b, comprises the following steps:
s1, constructing inclined piles and fender piles, as shown in figure 5;
s2, after the anti-pulling device finishes the processing of the loading port and the anti-sliding device, sleeving the inclined pile, and fixing the bottom end of the anti-pulling device to a limit point, as shown in figures 6 and 7;
s3, constructing a ring beam, as shown in FIGS. 8a and 8 b;
s4, maintaining to meet the design requirement; installing a loading device; as shown in fig. 9a, 9 b;
and S5, applying prestress, and reading the displacement and the axial force of the steel pipe. As shown in fig. 11a, 11 b.
S6, locking through a locking device to finish prestress application; as shown in fig. 12a, 12 b.
S7, when the prestress loss or the displacement is too large, unlocking and applying prestress for many times;
s8, recovering the anti-pulling device and the loading device after the support is detached.
Example two:
referring to fig. 3 to 4, the present embodiment is different from the first embodiment in that: the positioning device 5b is different from the first embodiment in that the positioning device is a flange, the loading device 1 is fixedly connected with the upper end of the anti-pulling device 4 through the flange, the loading device and the anti-pulling device can be fixed in the same way, and the anti-pulling device can provide a force application point for the loading device in the same way.
The construction method in this embodiment, as shown in fig. 13 to 18b, includes the following steps:
s1, constructing fender piles and inclined piles; as shown in fig. 13-14;
s2, sleeving the inclined pile after the machining of the connecting device (a loading port and a transverse anti-sliding device) is finished, and fixing the bottom end of the connecting device to a limit point; as shown in fig. 15;
s3, constructing a ring beam, as shown in FIGS. 16a and 16 b;
s4, after the maintenance meets the design requirement, installing a loading device; as shown in fig. 17a, 17 b;
s5, applying prestress, and reading the displacement and the axial force of the steel pipe; as shown in fig. 18a, 18 b;
s6, locking through a locking device to finish prestress application; this step is not necessary;
s7, when the prestress loss or displacement is too large, the locking can be released, and prestress is applied for many times; this step is not necessary;
s8, recovering the connecting device and the loading device after the support is detached.
The distance that the anti-pulling device stretches out of the enclosing purlin can be shortened through the scheme of the second embodiment, when the requirement on the space above the enclosing purlin is high, the scheme of the second embodiment is suitable, and the cost is reduced.
Compared with the existing inclined steel pipe enclosure structure, the inclined pile structure can apply prestress to the inclined pile by applying reverse thrust on the pile top, so that the inclined pile enters a stressed state in advance, and the purposes of quickly exerting the bearing capacity of the inclined pile and effectively protecting the surrounding environment are achieved.
The above two embodiments are the preferred embodiments of the present invention, and those skilled in the art can make various changes or modifications based on the above embodiments without departing from the general inventive concept, and such changes or modifications should fall within the scope of the present invention as claimed.
Claims (12)
1. The utility model provides an embedded prestressing force batter pile in tip which characterized in that:
comprises an inclined pile (10), a surrounding purlin (8), an anti-pulling device (4) and a loading device (1);
the batter pile (10) is driven into the soil before excavation;
the anti-pulling device (4) is movably connected with the inclined pile (10) in the axial direction;
the loading device (1) takes the anti-pulling device (4) as an acting point to apply axial prestress to the inclined pile (10);
the anti-pulling device (4) is pre-buried and fixed in the enclosing purlin (8), and the loading device (1) is installed on the part of the upper end of the anti-pulling device, which extends out of the enclosing purlin (8);
the anti-pulling device (4) and the loading device (1) are locked and fixed by a detachable positioning device.
2. The end embedded prestressed batter pile of claim 1, wherein: the uplift device (4) is cylindrical and is sleeved outside the inclined pile (10), and the loading device (1) is fixedly connected with the upper end of the uplift device (4) through a flange.
3. The end embedded prestressed batter pile of claim 1, wherein: the uplift device (4) is cylindrical and is sleeved outside the inclined pile (10), and the loading device (1) is arranged inside the uplift device (4); the side walls of the loading device (1) and the anti-pulling device (4) are provided with a plurality of corresponding positioning holes, and the loading device and the anti-pulling device are fastened and positioned through a plurality of bolts.
4. The end embedded prestressed batter pile of claim 1, wherein: an end sealing plate is fixedly arranged at the upper end of the inclined pile (10), and a loading device (1) applies acting force to the end sealing plate.
5. The end embedded prestressed batter pile of claim 1, wherein: the inclined pile is one or more of steel pipes, section steel, combined steel, prefabricated pipe piles, square piles and steel and concrete combined type long and thin axial stress rod pieces.
6. The end embedded prestressed batter pile of claim 1, wherein: one end of the inclined pile extends out of the surrounding purlin, and the other end of the inclined pile is embedded into pit bottom soil; the inclined pile is provided with a limiting device for fixing and positioning the anti-pulling device (4).
7. The end embedded prestressed batter pile of claim 1, wherein: the purlin is a retaining pile end anchoring and force transferring component made of one or more of steel concrete, section steel and combined section steel.
8. The end embedded prestressed batter pile of claim 3, wherein: the anti-pulling device is of a cylindrical structure and sleeved on the inclined pile; one end of the anti-pulling device is embedded and fixed in the enclosing purlin, and the other end of the anti-pulling device is exposed out of the enclosing purlin; the anti-pulling device is embedded and fixed on the surrounding purlin section and is provided with an anti-sliding device (7); and the upper part of the anti-pulling device is provided with an opening for placing the loading device.
9. The end embedded prestressed batter pile of claim 8, wherein: a reserved groove is formed in the side edge of the anti-pulling device, and a locking device (2) is placed in the reserved groove opening; the locking device is used for connecting the loading device and the inclined pile, the used material is profile steel, the locking mode is one of welding, bolts and rivets, and the locking device can be unlocked and prestress can be applied for multiple times.
10. The end embedded prestressed batter pile of claim 1, wherein: the loading device applies axial force to the inclined pile through expansion and contraction; the loading device is aligned with the anti-pulling device by adopting a positioning device; the loading device is connected with the anti-pulling device through a bolt or welded; the loading device adopts a jack.
11. A construction method of the end embedded prestressed inclined pile according to any one of claims 1 to 10, characterized by comprising the following steps:
s1, constructing the inclined piles;
s2, sleeving the anti-pulling device into the inclined pile, and fixing the bottom end of the anti-pulling device to a limit point;
s3, constructing a ring beam;
s4, maintaining; installing a loading device;
and S5, applying prestress, and reading the displacement and the axial force of the steel pipe.
12. The construction method according to claim 11, wherein:
step S1, constructing a fender post; in step S2, the anti-pulling device completes the processing of the loading port and the anti-sliding device;
further comprising the steps of:
s6, locking through a locking device to finish prestress application;
s7, when the prestress loss or the displacement is too large, unlocking and applying prestress for many times;
s8, recovering the anti-pulling device and the loading device after the support is detached.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202010332734.5A CN111364481A (en) | 2020-04-24 | 2020-04-24 | End embedded type prestressed inclined pile and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010332734.5A CN111364481A (en) | 2020-04-24 | 2020-04-24 | End embedded type prestressed inclined pile and construction method thereof |
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| CN111364481A true CN111364481A (en) | 2020-07-03 |
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| CN202010332734.5A Pending CN111364481A (en) | 2020-04-24 | 2020-04-24 | End embedded type prestressed inclined pile and construction method thereof |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113550323A (en) * | 2021-07-16 | 2021-10-26 | 五冶集团上海有限公司 | Fixing sleeve capable of recycling front support grouting steel pipe |
| CN114737618A (en) * | 2022-03-18 | 2022-07-12 | 五冶集团上海有限公司 | Water-stopping construction method for front-support grouting steel pipe |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106245689A (en) * | 2016-08-04 | 2016-12-21 | 上海岩土工程勘察设计研究院有限公司 | A kind of monitoring method mixing materials for support stake axle power |
| CN206859232U (en) * | 2017-06-15 | 2018-01-09 | 张继红 | A kind of inclined steel-pipe pile anchor structure |
| CN212153405U (en) * | 2020-04-24 | 2020-12-15 | 上海勘察设计研究院(集团)有限公司 | Embedded prestressing force batter pile in tip |
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2020
- 2020-04-24 CN CN202010332734.5A patent/CN111364481A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106245689A (en) * | 2016-08-04 | 2016-12-21 | 上海岩土工程勘察设计研究院有限公司 | A kind of monitoring method mixing materials for support stake axle power |
| CN206859232U (en) * | 2017-06-15 | 2018-01-09 | 张继红 | A kind of inclined steel-pipe pile anchor structure |
| CN212153405U (en) * | 2020-04-24 | 2020-12-15 | 上海勘察设计研究院(集团)有限公司 | Embedded prestressing force batter pile in tip |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113550323A (en) * | 2021-07-16 | 2021-10-26 | 五冶集团上海有限公司 | Fixing sleeve capable of recycling front support grouting steel pipe |
| CN114737618A (en) * | 2022-03-18 | 2022-07-12 | 五冶集团上海有限公司 | Water-stopping construction method for front-support grouting steel pipe |
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