CN110042844B - Construction method of cast-in-situ large-diameter foundation pit supporting tubular pile - Google Patents
Construction method of cast-in-situ large-diameter foundation pit supporting tubular pile Download PDFInfo
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- CN110042844B CN110042844B CN201910280576.0A CN201910280576A CN110042844B CN 110042844 B CN110042844 B CN 110042844B CN 201910280576 A CN201910280576 A CN 201910280576A CN 110042844 B CN110042844 B CN 110042844B
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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
- E02D33/00—Testing foundations or foundation structures
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
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- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method of a cast-in-place large-diameter foundation pit supporting tubular pile, which comprises the following steps of firstly, carrying out construction preparation; secondly, rotary drilling a hole at a set position when the rotary drilling pile machine enters the field; binding a reinforcement cage and connecting the reinforcement cage to the corrugated pipe; step four, assembling a pouring auxiliary device; hoisting the bound reinforcement cage, the corrugated pipe and the pouring auxiliary device into a pile hole; sixthly, pouring concrete from the guide pipe for molding; step seven, folding the pouring auxiliary device, and taking out the pouring auxiliary device; and step eight, upwards pulling the pile. The invention can not only add a reinforcement cage to improve the strength during pouring, but also take out the conduit and the pouring connecting pipe in time after pouring concrete by the pouring auxiliary device, ensure the concrete molding through the heavy object plugging, and further reduce the cost by recycling.
Description
Technical Field
The invention relates to the field of building supporting structures, in particular to a construction method of a cast-in-place large-diameter foundation pit supporting tubular pile.
Background
In order to reasonably utilize underground space and develop civil defense, underground engineering becomes a new development direction, the scale and the depth of the underground engineering are continuously increased, and higher requirements are provided for the design of foundation pit support.
The conventional support mode at present comprises a gravity type cement soil wall, a composite soil nailing wall, a reinforced concrete cast-in-place pile, a pile anchor system and an inner support. The gravity type cement-soil wall has the defects of narrow application range, large deformation, and only is suitable for foundation pits with low safety level and low requirement on deformation; the composite soil nailing wall and the pile anchor system have the defect that red lines are easy to appear; the single row of piles has the disadvantage of poor bending resistance, and the double row of piles and the inner support have the disadvantage of high manufacturing cost.
The soft soil distribution in Yangtze river region and Yangtze river basin is wide, the geological condition is poor, four seasons are clear, two and three lines of cities are dense, and the characteristics of the foundation pits in these regions are as follows: two-layer basement, soft soil distributes extensively, but thickness is not too big, how can find a can guarantee the foundation ditch safety and can practice thrift the supporting form of cost again, is the key problem that present trade is pressed to solve urgently.
The Chinese patent publication discloses a novel cast-in-place concrete thin-wall tubular pile technology, which comprises the specific steps of driving an annular cavity formed by an inner double-layer sleeve and an outer double-layer sleeve into a preset design depth under the protection of a valve pile shoe by means of the vibration force of a hammer head on the upper part of a sinking cavity, pouring concrete in the cavity, vibrating and pulling out the pipe, and forming a concrete tubular pile between a soil body and an external soil body in the annular domain.
The PCC pile disclosed in the above patent is a plain concrete pile, mainly used for foundation reinforcement. Limited by pile forming equipment, the difficulty of placing a reinforcement cage in the PCC pile to pour concrete is high, so that the pile is weak in bending resistance and is not suitable for foundation pit supporting engineering.
Disclosure of Invention
The invention aims to provide a construction method of a cast-in-situ large-diameter foundation pit supporting tubular pile, which aims to solve the problems that a concrete tubular pile with a reinforcement cage cannot be cast in situ in the prior art, the used materials are more, and the strength of the pile is insufficient.
The construction method of the cast-in-situ large-diameter foundation pit supporting tubular pile comprises the following steps:
firstly, construction preparation is carried out;
secondly, rotary drilling a hole at a set position when the rotary drilling pile machine enters the field;
binding a reinforcement cage and connecting the reinforcement cage to the corrugated pipe;
step four, assembling a pouring auxiliary device, wherein the pouring auxiliary device comprises a breakable pin joint structure, a disc used for sealing the end part of the corrugated pipe and a pouring connecting pipe penetrating through the disc, the lower end of the corrugated pipe is pressed on the disc, and the upper end of the pouring connecting pipe is connected to a guide pipe for pouring;
hoisting the bound reinforcement cage, the corrugated pipe and the pouring auxiliary device into a pile hole;
step six, pouring concrete from the guide pipe, breaking the breakable pin joint structure after pouring, taking out the guide pipe and the pouring connecting pipe, quickly putting a plugging weight to plug the through hole in the center of the disc, placing for a period of time, pouring and molding the concrete, and taking out the plugging weight;
and seventhly, pulling up the pile.
Preferably, the pouring connecting pipe comprises a connecting disc and a connecting pipe penetrating through the connecting disc, the connecting pipe is fixed to the center of the connecting disc, the connecting disc is fixedly connected with the disc through the destructible pin connection structure uniformly arranged along the circumferential direction of the connecting disc, a through hole in the center of the disc is matched with the lower end of the connecting pipe, a sealing ring is arranged on the inner side of the through hole, and a connecting groove matched with the connecting disc is further formed in the center of the disc.
Preferably, can destroy the pin joint structure including fixing connecting plate one on the disc, fixing connecting plate two on the connection pad, can destroy the fixed pin and tie up the destruction cover of cable, be equipped with the grafting on the connection pad destroy the slot of cover, can destroy the fixed pin and pass in proper order connecting plate one destroy the cover with connecting plate two, destroy and sheathe in and cup joint can destroy the destruction hole inboard of fixed pin and be the annular sword structure that the cutting edge inwards.
Preferably, the connecting groove is a concave hole in the shape of an inverted frustum, the bottom of the plugging weight is circular, the diameter of the bottom of the connecting groove is equal to that of the bottom of the plugging weight, and a cable connecting plate is fixed at the top of the plugging weight.
Preferably, the breakable fixing pin is a pipe structure made of plastic or aluminum alloy.
Preferably, the concrete steps of assembling the pouring auxiliary device in the fourth step are as follows:
1) inserting the lower end of the connecting pipe into the through hole, arranging the connecting disc in the connecting groove, tying the damage sleeve on the inhaul cable and then inserting the damage sleeve into the corresponding slot, and sequentially penetrating the fixing pin capable of being damaged through the first connecting plate, the damage sleeve and the second connecting plate;
2) and connecting the guide pipe with the upper end of the connecting pipe in a threaded manner, placing the disc at the lower end of the corrugated pipe, and exposing the guide pipe and the inhaul cable from the upper end of the corrugated pipe.
Preferably, the second step specifically includes:
1) the rotary pile digging machine enters the site, and equipment assembly is carried out on the rotary pile digging machine according to the designed pile length and pile diameter;
2) placing the rotary excavating pile driver in place, and moving the rotary excavating pile driver to a pre-piling position;
3) and rotary drilling to form holes, setting steel protecting cylinder, drilling holes according to designed pile length and pile diameter and cleaning sediment.
Preferably, the seventh step is to vibrate the upward pulling pile, pull out the steel casing and form the cast-in-place reinforced concrete large-diameter tubular pile between the corrugated pipe and the external soil body.
Preferably, the construction method further comprises the following steps: the pile body quality is detected, the pile body size can be directly detected by excavating the pile head, and the integrity of the pile body is checked through a small strain test.
The invention has the following advantages: a corrugated pipe is added into a traditional rotary digging pile, and a special device is utilized to pour concrete underwater to form a large-diameter foundation pit supporting tubular pile. The scheme does not adopt a double-layer sleeve structure with a complex structure and utilizes the cast-in-place auxiliary device to cast the reinforced concrete large-diameter tubular pile as a supporting structure, thereby greatly improving the bending resistance of the supporting body, increasing the safety performance of the foundation pit, reducing the consumption of concrete and greatly saving the manufacturing cost. The method can not only improve the strength by adding the reinforcement cage during pouring, but also ensure that the conduit and the pouring connecting pipe can be taken out in time after the concrete is poured due to low cost of the pouring auxiliary device, the concrete is formed by plugging with a heavy object, and the cost is further reduced by recycling.
Drawings
Fig. 1 is a schematic structural view of the present invention when a pipe pile is cast;
fig. 2 is a cross-sectional view of a pipe pile in the present invention;
FIG. 3 is a schematic view of the placement aid of the present invention;
FIG. 4 is a schematic structural view of the disc after a plugging weight is placed thereon;
fig. 5 is a cross-sectional view of the structure shown in fig. 3.
The reference numbers in the above figures refer to: 1. the pipe pile comprises a pipe pile body, 2 parts of reinforcing ribs, 3 parts of longitudinal ribs, 4 parts of stirrups, 5 parts of corrugated pipes, 6 parts of guide pipes, 7 parts of pouring auxiliary devices, 71 parts of discs, 72 parts of pouring connecting pipes, 73 parts of destructible fixing pins, 74 parts of destructible sleeves, 75 parts of connecting plates, 76 parts of connecting plates I, 77 parts of inhaul cables, 78 parts of plugging weights, 79 parts of sealing rings.
Detailed Description
The following detailed description of the embodiments of the present invention will be given in order to provide those skilled in the art with a more complete, accurate and thorough understanding of the inventive concept and technical solutions of the present invention.
Example 1:
as shown in fig. 1 to 5, in this embodiment, the present invention provides a construction method for a cast-in-place large-diameter foundation pit supporting tubular pile, in which a pipe 6 and a pouring auxiliary device 7 are combined to implement pouring of a tubular pile 1.
The casting aid 7 comprises a breakable pin connection, a disc 71 for sealing the end of the corrugated pipe 5 and a casting nozzle 72 passing through the disc 71. The pouring connecting pipe 72 comprises a connecting disc 722 and a connecting pipe 721 penetrating through the connecting disc 722, the connecting pipe 721 is fixed in the center of the connecting disc 722, the connecting disc 722 is fixedly connected with the disc 71 through the breakable pin joint structures uniformly arranged along the circumferential direction of the connecting disc 722, and the number of the breakable pin joint structures is between 4 and 8 groups. The through hole at the center of the disc 71 is matched with the lower end of the connecting pipe 721, the inner side of the through hole is provided with a sealing ring 79, and the upper surface of the center of the disc 71 is also provided with a connecting groove matched with the connecting disc 722. Pouring is taken over 72 and can be guaranteed concrete placement effect, and sealing washer 79 prevents the concrete seepage, can destroy behind the pin joint structure and all destroyed can take out the cost that the used repeatedly further reduced the consumptive material with pipe 6 joint pouring is taken over 72 fast.
The destructible pin joint structure comprises a first connecting plate 76 fixed on the disc 71, a second connecting plate 75 fixed on the connecting plate 722, a destructible fixing pin 73 and a destructible sleeve 74 tied with a guy rope 77, wherein the connecting plate 722 is provided with a slot inserted with the destructible sleeve 74 and sequentially penetrates through the first connecting plate 76, the destructible sleeve 74 and the second connecting plate 75, and the destructible sleeve 74 is sleeved on the destructible fixing pin 73, and the inner side of a destructible hole is an annular blade structure with an inward blade. The connecting plate I76 and the connecting plate II 75 are penetrated by the breakable fixing pin 73 and then pin-connected and fixed with the connecting plate 722, and the breakable fixing pin 73 can be broken more quickly and more laborsavingly through the annular blade structure.
The connecting groove is a concave hole in the shape of an inverted frustum, the bottom of the plugging weight 78 is circular, the diameter of the bottom of the connecting groove is equal to that of the bottom of the plugging weight, and a cable connecting plate is fixed at the top of the plugging weight. The bottom of the plugging weight 78 is attached to the bottom of the connecting groove, and a rubber pad can be adhered to the bottom of the plugging weight 78 to ensure the plugging effect. The structure can facilitate the splicing installation of the pouring connecting pipe 72 and the falling of the plugging weight 78 into the connecting groove, and can effectively prevent the concrete from flowing backwards from the through hole.
The breakable fixing pin 73 is a pipe structure made of plastic or aluminum alloy, so that the breakable fixing pin can play a fixing role and is easily broken by the annular blade structure, and the cost is low.
The construction method of the cast-in-situ large-diameter foundation pit supporting tubular pile 1 provided by the invention comprises the following steps:
step one, construction preparation is carried out:
1) and (5) mechanically preparing.
Construction machinery and equipment with reliable performance, conformity with standards and complete types must be equipped, maintenance and trial operation of the mechanical equipment are done before construction, and all normal operations during construction are ensured.
2) And (4) preparing materials.
Preparing materials such as concrete, reinforcing steel bars, HDPE corrugated pipes 5, steel casing and the like.
3) And (5) preparing a site.
Step two, digging the pile machine into the field to dig the hole in the setting position soon:
1) the rotary pile digging machine enters the site, and equipment assembly is carried out on the rotary pile digging machine according to the designed pile length and pile diameter;
2) placing the rotary excavating pile driver in place, and moving the rotary excavating pile driver to a pre-piling position;
3) and rotary drilling to form holes, setting steel protecting cylinder, drilling holes according to designed pile length and pile diameter and cleaning sediment.
And step three, binding a reinforcement cage and connecting the reinforcement cage to the corrugated pipe 5. The reinforcement cage is formed by strengthening rib 2, indulge muscle 3 and the ligature of stirrup 4, can effectively strengthen the structural strength of tubular pile.
Step four, assembling a pouring auxiliary device 7, wherein the pouring auxiliary device 7 comprises a breakable pin joint structure, a disc 71 used for sealing the end part of the corrugated pipe 5 and a pouring connecting pipe 72 penetrating through the disc 71, the lower end of the corrugated pipe 5 is pressed on the disc 71, and the upper end of the pouring connecting pipe 72 is connected to a guide pipe 6 for pouring;
the concrete steps of assembling the pouring auxiliary device 7 are as follows:
1) inserting the lower end of the connecting pipe 721 into the through hole, placing the connecting disc 722 into the connecting groove, fastening the damage sleeve 74 on the inhaul cable 77 and then inserting the inhaul cable into the corresponding slot, and sequentially penetrating the breakable fixing pin 73 through the first connecting plate 76, the damage sleeve 74 and the second connecting plate 75;
2) the guide tube is screwed to the upper end of the connection tube 721, the disc 71 is placed on the lower end of the bellows 5, and the guide tube 6 and the stay 77 are exposed from the upper end of the bellows 5.
Hoisting the bound reinforcement cage, the corrugated pipe 5 and the pouring auxiliary device 7 into a pile hole;
sixthly, pouring concrete from the guide pipe 6, breaking the breakable pin joint structure after pouring, taking out the guide pipe 6 together with the pouring connecting pipe 72, quickly putting a plugging weight 78 into the guide pipe to plug the through hole in the center of the disc 71, placing the guide pipe for a period of time, pouring the concrete for molding, and taking out the plugging weight 78;
and seventhly, vibrating and upwards pulling the pile, pulling out the steel protective cylinder, and forming the cast-in-place reinforced concrete large-diameter tubular pile 1 between the corrugated pipe 5 and the external soil body.
Step eight: the pile body quality is detected, the pile body size can be directly detected by excavating the pile head, and the integrity of the pile body is checked through a small strain test.
The method provided by the invention can pour the multifunctional cast-in-place reinforced concrete large-diameter foundation pit supporting tubular pile 1, reduce the consumption of concrete and improve the bending resistance of the supporting body. For example, when comparing a pipe pile 1 having a diameter of 2000mm and a wall thickness of 200mm with a solid pile having a diameter of 1200mm, the amount of concrete used is the same, but the flexural rigidity of the former is increased by 3.6 times as compared with that of the latter. Meanwhile, the corrugated pipe 5 is added into a traditional rotary-digging pile hole, and concrete is poured underwater by a special device to form the large-diameter foundation pit supporting tubular pile 1, so that the construction process of the pile type is realized. The method can not only add the reinforcement cage to improve the strength during the pouring, but also take out the conduit 6 and the pouring connecting pipe 72 after the concrete is poured with low cost by the pouring auxiliary device 7, thereby further reducing the cost by recycling the conduit 6 and the pouring connecting pipe.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the present invention, unless otherwise expressly stated or limited, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through an intermediate. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction.
The invention is described above with reference to the accompanying drawings, it is obvious that the specific implementation of the invention is not limited by the above-mentioned manner, and it is within the scope of the invention to adopt various insubstantial modifications of the inventive concept and solution of the invention, or to apply the inventive concept and solution directly to other applications without modification.
Claims (8)
1. A construction method of a cast-in-situ major-diameter foundation pit supporting tubular pile is characterized by comprising the following steps: comprises the following steps:
firstly, construction preparation is carried out;
secondly, rotary excavating a pile driver to form a hole at a set position, and discharging a steel pile casing;
binding a reinforcement cage and connecting the reinforcement cage to the corrugated pipe (5);
step four, assembling a pouring auxiliary device (7), wherein the pouring auxiliary device (7) comprises a breakable pin joint structure, a disc (71) for sealing the end part of the corrugated pipe (5) and a pouring connecting pipe (72) penetrating through the disc (71), the lower end of the corrugated pipe (5) is pressed on the disc (71), and the upper end of the pouring connecting pipe (72) is connected to a conduit (6) for pouring;
fifthly, hoisting the bound reinforcement cage, the corrugated pipe (5) and the pouring auxiliary device (7) into the pile hole;
sixthly, pouring concrete from the guide pipe (6), breaking the breakable pin joint structure after pouring, taking out the guide pipe (6) together with the pouring connecting pipe (72), quickly putting a plugging weight (78) to plug the through hole in the center of the disc (71), placing for a period of time, pouring and molding the concrete, and taking out the plugging weight (78);
seventhly, pulling the pile upwards to form the pile: the steel protective cylinder is pulled out in a vibrating way, and a cast-in-place reinforced concrete large-diameter tubular pile (1) is formed between the corrugated pipe (5) and the external soil body.
2. The construction method of the cast-in-place large-diameter foundation pit supporting tubular pile according to claim 1, characterized in that: the pouring connecting pipe (72) comprises a connecting disc (722) and a connecting pipe (721) penetrating through the connecting disc (722), the connecting pipe (721) is fixed at the center of the connecting disc (722), the connecting disc (722) is fixedly connected with the disc (71) through the destructible pin joint structure uniformly arranged along the circumferential direction of the connecting disc, a through hole in the center of the disc (71) is matched with the lower end of the connecting pipe (721), a sealing ring (79) is arranged on the inner side of the through hole, and a connecting groove matched with the connecting disc (722) is further arranged on the center of the disc (71).
3. The construction method of the cast-in-place large-diameter foundation pit supporting tubular pile according to claim 2, characterized by comprising the following steps: the destructible pin joint structure comprises a first connecting plate (76) fixed on a disc (71), a second connecting plate (75) fixed on a connecting plate (722), a destructible fixing pin (73) and a destructing sleeve (74) tied with a pull rope (77), wherein a slot for inserting the destructing sleeve (74) is formed in the connecting plate (722), the destructible fixing pin (73) sequentially penetrates through the first connecting plate (76), the destructing sleeve (74) and the second connecting plate (75), and an annular blade structure with an inward blade is sleeved on the destructing sleeve (74) and is positioned on the inner side of a destructing hole of the destructible fixing pin (73).
4. The construction method of the cast-in-place large-diameter foundation pit supporting tubular pile according to claim 3, characterized by comprising the following steps: the connecting groove is a concave hole in the shape of an inverted frustum, the bottom of the plugging weight (78) is circular, the diameter of the bottom of the plugging weight is equal to that of the bottom of the connecting groove, and a cable connecting plate is fixed at the top of the plugging weight.
5. The construction method of the cast-in-place large-diameter foundation pit supporting tubular pile according to claim 4, characterized by comprising the following steps: the breakable fixing pin (73) is a pipe structure made of plastic or aluminum alloy.
6. The construction method of the cast-in-place large-diameter foundation pit supporting tubular pile according to claim 5, characterized in that: the concrete steps of assembling the pouring auxiliary device (7) in the fourth step are as follows:
1) inserting the lower end of the connecting pipe (721) into the through hole, placing the connecting disc (722) into the connecting groove, tying the damage sleeve (74) on the inhaul cable (77) and inserting the inhaul cable into the corresponding slot, and sequentially penetrating the breakable fixing pin (73) through the first connecting plate (76), the damage sleeve (74) and the second connecting plate (75);
2) and the guide pipe is in threaded connection with the upper end of the connecting pipe (721), the disc (71) is placed at the lower end of the corrugated pipe (5), and the guide pipe (6) and the inhaul cable (77) are exposed out of the upper end of the corrugated pipe (5).
7. The construction method of the cast-in-place large-diameter foundation pit supporting tubular pile according to any one of claims 1 to 6, characterized by comprising the following steps: the second step specifically comprises:
1) the rotary pile digging machine enters the site, and equipment assembly is carried out on the rotary pile digging machine according to the designed pile length and pile diameter;
2) placing the rotary excavating pile driver in place, and moving the rotary excavating pile driver to a pre-piling position;
3) and rotary drilling to form holes, setting steel protecting cylinder, drilling holes according to designed pile length and pile diameter and cleaning sediment.
8. The construction method of the cast-in-place large-diameter foundation pit supporting tubular pile according to claim 7, characterized in that: further comprises the following steps: the pile body quality is detected, the pile body size can be directly detected by excavating the pile head, and the integrity of the pile body is checked through a small strain test.
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| CN201910280576.0A CN110042844B (en) | 2019-04-09 | 2019-04-09 | Construction method of cast-in-situ large-diameter foundation pit supporting tubular pile |
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| CN201910280576.0A CN110042844B (en) | 2019-04-09 | 2019-04-09 | Construction method of cast-in-situ large-diameter foundation pit supporting tubular pile |
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| CN110295634B (en) * | 2019-08-15 | 2024-04-02 | 中国电建集团贵州电力设计研究院有限公司 | GNSS monitoring device convenient for field installation and construction method thereof |
| CN111851478A (en) * | 2020-07-13 | 2020-10-30 | 深圳市工勘岩土集团有限公司 | Pile-forming construction method for light corrugated steel pile casing isolation non-filling karst cave filling pile |
| CN112095589B (en) * | 2020-09-16 | 2022-03-29 | 中铁时代建筑设计院有限公司 | Novel lining device of cast-in-situ large-diameter tubular pile and tubular pile construction method |
| CN113279394A (en) * | 2020-12-30 | 2021-08-20 | 中国五冶集团有限公司 | Cylinder formwork-free pouring concrete structure and method |
| CN113529724B (en) * | 2021-08-27 | 2023-04-28 | 中交二航局第四工程有限公司 | Foundation pit concrete pouring construction method |
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| CN1363743A (en) * | 2002-01-25 | 2002-08-14 | 胜利油田胜利石油化工建设有限责任公司 | Method and apparatus for grouting with guide pipe on offshore platform |
| JP5109532B2 (en) * | 2007-08-20 | 2012-12-26 | Ｊｆｅスチール株式会社 | Double pipe type pile head structure |
| CN103061332B (en) * | 2013-01-29 | 2015-01-14 | 新宇建设有限公司 | Integrally-arranged and externally-wrapped double-layered water discharging body and middle concrete combined pile and construction method |
| CN103074891B (en) * | 2013-01-29 | 2015-07-15 | 浙江信博城市建设有限公司 | Double-layer plastic sleeve bulk material and concrete stiffness core composite pile and construction method thereof |
| CN103074890B (en) * | 2013-01-29 | 2015-04-01 | 浙江华光市政建设有限公司 | Plastic sleeve and steel pipe combined cast-in-place concrete hollow pipe pile and construction method thereof |
| CN107975375B (en) * | 2017-10-24 | 2019-01-11 | 济南城建集团有限公司 | A kind of miniature steel pipe pile reinforced soft foundation construction method of city tunnel |
| CN109208589B (en) * | 2018-10-11 | 2024-07-09 | 中交上海港湾工程设计研究院有限公司 | Implanted large-diameter rock-socketed single pile grouting system and construction method |
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