CN113202085B - Precast pile construction method for soft soil area - Google Patents
Precast pile construction method for soft soil area Download PDFInfo
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- CN113202085B CN113202085B CN202110563925.7A CN202110563925A CN113202085B CN 113202085 B CN113202085 B CN 113202085B CN 202110563925 A CN202110563925 A CN 202110563925A CN 113202085 B CN113202085 B CN 113202085B
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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
- E02D5/24—Prefabricated piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/06—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers for observation while placing
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Abstract
The invention relates to the technical field of precast pile construction, in particular to a precast pile construction method for a soft soil area, which is characterized in that a detachable monitoring device is arranged on a precast pile, and the monitoring device is implanted into the stratum of the soft soil area along with the precast pile; measuring the perpendicularity of the precast pile according to the monitoring device; and installing a position correcting device at the top of the precast pile, and adjusting the perpendicularity of the precast pile by using the position correcting device according to the monitoring result of the monitoring device until the precast pile is vertical. The invention has the advantages that: the perpendicularity of the precast pile in the soft soil area can be effectively ensured, and the bearing capacity of the precast pile can be effectively improved; each step of the construction process is simple and convenient, the implementation by operators is convenient, the construction efficiency is greatly improved, and the construction period can be effectively shortened; devices or equipment related in the construction process can be detached and reused, so that green and environment-friendly construction is realized; reasonable structure, strong integrity, clear function of each device, tight connection and strong operability, and is suitable for popularization.
Description
Technical Field
The invention relates to the technical field of precast pile construction, in particular to a precast pile construction method for a soft soil area.
Background
In recent years, the construction of national infrastructure has been rapidly developed, and the development of eastern regional cities and intercity traffic networks are changing day by day, with the construction of coastal provinces as a core. Under the influence of urban operation factors, urban construction land resources are increasingly tense, and various engineering projects such as railways, rail transit, municipal house construction and the like still need to cross deep and soft soil areas under the condition that geological conditions are fully considered. As is known well, the precast pile is manufactured in a factory prefabrication mode, the manufacturing environment is controllable, the pile forming quality is far higher than that of a field construction pile, the pile body is manufactured in a factory and is directly installed on a project field, the construction efficiency is greatly improved, the engineering construction period can be effectively shortened, and the engineering safety quality is improved. As is well known, deep soft soil in coastal areas of east China develops extremely, when buildings are operated in soft soil areas, foundation treatment is mostly needed, the problems that precast piles are easy to misplace and incline in the soft soil and the like are caused due to the characteristics of the soft soil, the application effect of the precast piles in the deep soft soil areas is poor, so the precast piles are less applied, and composite foundations are mostly adopted.
Disclosure of Invention
The invention aims to provide a precast pile construction method for a soft soil area according to the defects of the prior art, and the method ensures the perpendicularity of the precast pile and effectively improves the construction quality by arranging the structure of the precast pile and matching with a monitoring device and a position correcting device.
The purpose of the invention is realized by the following technical scheme:
a precast pile construction method for a soft soil area is characterized by comprising the following steps: the precast pile construction method comprises the following steps: arranging a detachable monitoring device on the precast pile, wherein the monitoring device is implanted into the stratum of the soft soil area together with the precast pile; measuring the perpendicularity of the precast pile according to the monitoring device; and installing a position correcting device at the top of the precast pile, and adjusting the perpendicularity of the precast pile by using the position correcting device according to the monitoring result of the monitoring device until the precast pile is vertical.
Construction raft grillage in the soft soil district of the construction range of precast pile, the school position device with the raft grillage is right for the reaction frame its straightness's of adjustment effort is applyed to the precast pile.
Be provided with a plurality of in the soft soil district the precast pile, raft grillage is with lattice construction and a plurality of the precast pile one-to-one, every the precast pile sets up in the single grid of raft grillage.
Corresponding to in the raft grillage the construction position of precast pile is provided with the stake position ring, the stake position ring is used for right the precast pile advances line location.
Pouring bottom concrete around the pile position ring to fix the position of the pile position ring; the pouring of the bottom layer concrete is not higher than the height of the pile position ring; and after the precast pile is vertical, pouring top concrete around the pile position ring, and pouring the top concrete below the position correcting device.
The monitoring device includes that monitoring lever and water are steady device, the monitoring lever with the precast pile constitutes detachable connection fixed and follows the precast pile is implanted jointly in the stratum in soft soil district, the steady device detachable of water is installed the top of monitoring lever, its measurement the tendency and the inclination of precast pile.
After the precast pile is vertical, a cover plate is placed at the top of the precast pile, and then concrete with any thickness can be poured at the position of the precast pile according to design requirements.
The invention has the advantages that: the perpendicularity of the precast pile in the soft soil area can be effectively ensured, and the bearing capacity of the precast pile can be effectively improved; each step of the construction process is simple and convenient, the implementation by operators is convenient, the construction efficiency is greatly improved, and the construction period can be effectively shortened; devices or equipment related in the construction process can be detached and reused, so that green and environment-friendly construction is realized; reasonable structure, strong integrity, clear function of each device, tight connection and strong operability, and is suitable for popularization.
Drawings
FIG. 1 is a view showing steps of a construction method of the present invention;
FIG. 2 is a flow chart of the construction method of the present invention;
FIG. 3 is a schematic structural view of a precast pile according to the present invention;
FIG. 4 is a schematic view of the monitoring rod of the present invention;
FIG. 5 is a schematic view of the installation structure of the precast pile and the monitoring rod according to the present invention;
FIG. 6 is a schematic structural diagram of the water stabilizing device of the present invention;
FIG. 7 is a schematic structural diagram of a position calibration device according to the present invention;
FIG. 8 is a schematic view of the open fastener of the position correcting device of the present invention;
FIG. 9 is a schematic view of an installation structure of the position correcting device of the present invention;
fig. 10 is a schematic structural view of the raft frames and the fastening bodies at positions corresponding to the force adjusting rods in the present invention;
fig. 11 is a schematic view of the mounting structure of the force adjusting lever of the present invention.
Detailed Description
The features of the present invention and other related features are described in further detail below by way of example in conjunction with the following drawings to facilitate understanding by those skilled in the art:
as shown in fig. 1-11, reference numerals 1-44 in the figures denote: the pile comprises a pile body 1, a static pressure pile head 2, a rotary pile head 3, a monitoring rod 4, a thickened end 5, a rigid lining 6, a threaded hole 7, an elastic gasket 8, a pile wall 9, a pile cavity 10, a cavity opening 11, a fixing screw 12, a bottom screw 13, a top nut 14, a water stabilizing device 15, a reading disc 16, a testing liquid 17, a stabilizing rod 18, a testing cavity 19, a tendency scale 20, an inclination scale 21, a position correcting device 22, a fastening body 23, a force adjusting rod 24, a rotating shaft 25, a lining 26, a main fixing end 27, a secondary fixing end 28, a fixing bolt 29, a convex edge 30, a groove 31, a bolt hole 32, a limiting end 33, a main fixing rod hole 34, a main force adjusting thread 35, a secondary fixing rod 8 hole 36, a fixing rod end 37, a secondary force adjusting thread 38, a force adjusting nut 39, a raft frame 40, a pile position ring 41, bottom concrete 42, top concrete 43 and a cover plate 44.
The embodiment is as follows: in the construction method of the precast pile for the soft soil area in the embodiment, the perpendicularity of the placed pile body can be adjusted to be in a perpendicular state during the construction of the precast pile, so that the construction quality of the precast pile is improved.
As shown in fig. 3, the precast pile in this embodiment is a hollow pile, and is composed of a pile body 1 and a pile head, and according to different construction methods for implanting into a soil layer in a soft soil area, the pile head 2 can be divided into a static pressure pile head 2 and a rotary pile head 3, wherein the static pressure pile head 2 is suitable for implanting the pile body 1 into a soil body by static pressure, and the rotary pile head 3 is suitable for implanting the pile body 1 into a soil body by rotation. Meanwhile, the static pressure pile head 2 and the rotary pile head 3 are both conical, the conical body at the bottom can be manufactured into different angles, and the pile heads can be manufactured into different types of various angles on site according to the characteristics of soil layers so as to be convenient for the implantation of the pile body.
As shown in fig. 3, the main stress structure of the pile body 1 is a pile wall 9, and a pile cavity 10 is formed inside the pile body 1, and the pile cavity 10 can reduce the mass of the pile body 1. Meanwhile, in the process of placing the pile body 1, the pile wall 9 can be used for draining the stratum (soft soil) in a soft soil area to generate buoyancy, so that the capacity of bearing the load of an upper structure of the pile body 1 is improved, namely the bearing capacity of the precast pile is improved.
Referring to fig. 3 and 7, the top of the pile body 1 is a thickened end 5 for fixing the pile body verticality position correcting device 22, and the thickened end 5 can ensure that the pile body can bear a large range of position correcting force. The bottom in stake chamber 10 is rigid lining 6, and rigid lining 6 can protect the structural stability in 1 regional stake chamber 10 in bottom of pile body, and according to the design demand, rigid lining 6 can be covered with whole stake chamber 10 inner wall. As shown in fig. 5, the rigid lining 6 is distributed with up-down through threaded holes 7 near the bottom of the pile body 1, and the monitoring rod 4 inside the pile cavity 10 is mainly embedded into the threaded holes 7 through the bottom screws 13 to be connected with the pile body 1, so that the verticality of the pile body 1 is monitored.
The static pressure pile head 2 or the rotary pile head 3 can be embedded into the threaded hole 7 through the fixing screw rod 12 arranged at the top of the static pressure pile head or the rotary pile head to be connected with the pile body 1, so that the pile body 1 is placed. An elastic gasket 8 is arranged in the middle of the threaded hole 7, the threaded hole 7 is divided into two parts by the elastic gasket 8, the upper half part of the elastic gasket is used for being connected and fixed with the monitoring rod 4, and the lower half part of the elastic gasket is used for being connected and fixed with a fixed screw 12 of the static pressure pile head 2 or the rotary pile head 3. In use, the resilient pad 8 may be used to limit the depth of insertion of the monitoring bar 4; meanwhile, the elastic gasket 8 is also used as a contact buffer area of the bottom screw 13 and the fixed screw 12; when the fixed screw 12 or the bottom screw 13 is manufactured with errors, the components can be ensured to be installed in place.
As shown in fig. 4, the top end of the monitoring rod 4 as the precast pile perpendicularity monitoring device is provided with a top nut 14, and bottom screws 13 of different monitoring rods 4 can be connected with the top nut 14, so that the monitoring rod 4 can be ensured to be suitable for pile bodies 1 with various lengths; at this moment, monitoring rod 4 can set up to the concatenation formula structure of multistage, is connected the bottom screw rod 13 of 4 bottoms of a monitoring rod and the 14 screw-thread fit of top nut on 4 tops of another monitoring rod to realize lengthening of monitoring rod, guarantee that the top of monitoring rod 4 is a little higher than the stake orifice of precast pile, the operating personnel of being convenient for monitors subaerial.
As shown in fig. 3, the middle of the thickened end 5 at the top of the pile body 1 is a cavity opening 11, and the cavity opening 11 is a placement and removal channel of the monitoring rod 4 and has a size smaller than that of the pile cavity 10 so as to ensure the strength of the thickened end 5. The orifice 11 is a placement and removal channel for the monitoring rod 4. The cavity 11 is provided with a cover plate 44, when the pile body is placed and the monitoring rod 4 is taken out, the cover plate 44 can be placed on the cavity 11, so that concrete is prevented from flowing into the pile cavity 10 when the pile end is poured.
As shown in fig. 5 and 6, the monitoring rod 4 can be connected to the water stabilizing device 15 through the top nut 14, the water stabilizing device 15 is mainly used for monitoring the verticality of the pile body 1, the water stabilizing device 15 is composed of a testing cavity 19 and a stabilizing rod 18, the stabilizing rod 18 is used for forming threaded fit connection with the top nut 14 of the monitoring rod 4, a reading disc 16 is arranged on the top of the testing cavity 19, testing liquid 17 is distributed inside the reading disc, inclination scales 21 and inclination scales 20 are distributed on the cavity, the monitoring rod 4 is implanted into the stratum of the soft soil area along with the precast pile, therefore, when the pile body 1 inclines, the monitoring rod 4 drives the water stabilizing device 15 to incline along with the pile body 1, an operator can judge the spatial inclined position of the pile body 1 according to the inclination scales 21 and the inclination scales 20 interacted with the testing liquid 17 in the testing cavity 19, so as to further judge the positioning force required by the pile body 1 according to the pile length of the precast pile, and select a proper force adjusting rod 24 for the positioning device 22.
As shown in fig. 7, the position correcting device 22 is composed of a fastening body 23 and a force adjusting rod 24, the fastening body 23 is composed of two half-ring bodies with a half-ring structure, the two half-ring bodies can be freely opened and closed around a rotating shaft 25 inside the two half-ring bodies, and the position correcting device 22 can be fixedly sleeved on the thickened end 5 at the top of the pile body 1. The inner lining 26 is arranged in the fastening body 23, and when the position correcting device 22 is in a working state, the pile body 1 can be protected from being damaged due to uneven stress. The force adjusting rods 24 are arranged on the periphery of the fastening body 23 and are evenly and symmetrically arranged along the circumferential direction of the fastening body 23, so that the stability of subsequent force application is guaranteed.
Referring to fig. 8 and 9, after the fastening body 23 is rotated and opened by the rotating shaft 25, the two sides of the fastening body are opened and closed, and the butted end portions are divided into a main fastening end 27 and a secondary fastening end 28, wherein a plurality of convex ribs 30 are distributed on the main fastening end 27, grooves 31 are distributed on the secondary fastening end 28 corresponding to the convex ribs 30, the convex ribs 30 can be embedded into the grooves 31, bolt holes 32 are correspondingly formed on the convex ribs 30 and the convex parts at the two sides of the grooves 31 one by one, and the main fastening end 27 and the secondary fastening end 28 can be connected and fixed by passing through the bolt holes 32 laterally through the fixing bolt pins 29. One side of the fixing bolt 29 is provided with a limiting end 33 slightly larger than the size of the bolt hole 32, and the limiting end 33 can limit the insertion position of the fixing bolt 29 and prevent the fixing bolt 29 from falling off in the stress process of the fastening body 23; the bolt pin connection mode is adopted, the strength of the fastening body 23 can be fully utilized, and therefore larger positioning acting force can be borne.
As shown in fig. 10 and 11, the position correcting device 22 in this embodiment mainly applies a force for adjusting the perpendicularity of the precast pile to the fastening body 23 through the force adjusting rod 24. The fastening body 23 and the raft frame 40 serving as the counter-force frame are correspondingly provided with a main rod fixing hole 34 and an auxiliary rod fixing hole 36, hollow bodies matched with the thickness of the rod fixing ends 37 at two sides of the force adjusting rod 24 are arranged in the main rod fixing hole 34 and the auxiliary rod fixing hole 36, the rod fixing ends 37 at two ends of the force adjusting rod 24 are identical to the shape of the main rod fixing hole 34 and the auxiliary rod fixing hole 36, and two ends of the force adjusting rod 24 can be respectively embedded into the fastening body 23 and the raft frame 40. When in use, the force adjusting rod 24, the fastening body 23 and the raft frame 40 can be connected and fixed in a manner that the rod end 37 is inserted into the main rod fixing hole 34 and the auxiliary rod fixing hole 36 respectively and then rotated. As shown in fig. 11, the middle of the force adjusting rod 24 is disconnected, the main force adjusting thread 35 and the auxiliary force adjusting thread 38 are respectively arranged at two disconnected ends, the two threads are oppositely and reversely arranged, the force adjusting nut 39 can be connected, and an operator can control the length of the force adjusting rod 24 by rotating the force adjusting nut 39 in the forward and reverse directions, so that the pulling force or the pressure can be applied to the pile body 1 of the precast pile through the position correcting device 22, and the perpendicularity of the precast pile can be adjusted. The distance between the main force adjusting thread 35 and the auxiliary force adjusting thread 38 and the length of the force adjusting nut 39 determine the magnitude of the aligning force which can be generated by the force adjusting rod 24, and an operator can place the proper force adjusting rods 24 in different directions of the fastening body 23 according to the verticality condition of the pile body 1 displayed by the water stabilizing device 15, so that the effect of quickly adjusting the verticality of the pile body 1 is achieved.
As shown in fig. 1 and 2, the method for constructing a precast pile for a soft soil area in the present embodiment includes the following construction steps:
1) And (4) leveling the field, and constructing a raft frame 40 serving as a reaction frame. As shown in fig. 1 (a), according to design requirements, when a plurality of precast piles are required to be implanted in a soft soil area, the raft frame 40 is in a grid-shaped structure, each grid corresponds to one precast pile, and the raft frame 40 is used as a reaction frame for vertical scheduling adjustment of the precast piles.
2) As shown in fig. 1 (b), pile position rings 41 are placed at the positions where the raft frames 40 need to be pressed.
3) As shown in fig. 1 (c), bottom concrete 42 is poured around the pile position ring 41 to fix the position of the pile position ring 41.
4) As shown in fig. 1 (d), according to the soil layer property, selecting a proper static pressure pile head 2 or a proper rotary pile head 3, fixedly connecting the selected pile head and a monitoring rod 4 with a pile body 1, moving the pile body 1 to a pile position ring 41, and performing primary positioning.
5) And (e) as shown in fig. 1 (e), according to the selected pile head pattern, adopting a static pressing or rotary pressing mode to place the pile body.
6) As shown in fig. 1 (f), the pile body is set to a proper depth according to the designed depth.
7) As shown in fig. 1 (g), the water stabilizing device 15 is connected with the monitoring rod 4, an inclination angle scale 21 and an inclination scale 20 which are interacted with each other on a stable interface of the test solution 17 in the water stabilizing device 15 are read, the verticality of the pile body 1 is judged according to the inclination angle and the inclination, and a force adjusting rod 24 required to be selected by the position correcting device 22 is judged according to a position correcting task.
8) As shown in fig. 1 (h), a position-adjusting device 22 is arranged at the thickened end 5 of the pile body 1, and an appropriate force-adjusting rod 24 is arranged in each direction of a fastening body 23 according to the determined requirement of the force-adjusting rod 24. Then, the force adjusting nuts 39 of the force adjusting rods 24 are respectively adjusted, and the acting force of the force adjusting rods 24 on the pile body 1 is adjusted until the test solution 17 of the water stabilizing device 15 is horizontal.
9) As shown in fig. 1 (i), after the pile body 1 is erected, top concrete 42 around the pile position ring 41 is poured, and concrete between the thickened end 5 of the pile body 1 and the pile position ring 41 is poured under the aligning device 22. And then curing the top concrete 42, and removing the position correcting device 22 after the strength of the concrete is stable.
10 By rotating the bottom screw 13 of the monitoring rod 4 away from the rigid liner 6, the water stabiliser 15 and monitoring rod 4 are removed from the pile cavity 10 and the cover plate 44 is placed over the mouth 11 of the pile body 1 intermediate the thickened end 5 as shown in figure 1 (j) and closed.
11 The remaining portion of concrete is poured, and the remaining portion of concrete can be poured to any thickness according to design requirements, as shown in fig. 1 (k). The cover sheet 44 prevents concrete from falling into the pile cavity 10.
12 As shown in fig. 1 (l), the rest of the pile bodies are sequentially placed according to the above steps, and finally a plurality of precast piles for improving the pile group foundation with extremely high bearing capacity or for treating the soft soil foundation are formed.
Although the conception and the embodiments of the present invention have been described in detail with reference to the drawings, those skilled in the art will recognize that various changes and modifications can be made therein without departing from the scope of the appended claims, and therefore, the description is not necessary here.
Claims (3)
1. A precast pile construction method for a soft soil area is characterized by comprising the following steps: the precast pile construction method comprises the following steps: arranging a detachable monitoring device on the precast pile, wherein the monitoring device is implanted into the stratum of the soft soil area together with the precast pile; measuring the perpendicularity of the precast pile according to the monitoring device; installing a position correcting device at the top of the precast pile, and adjusting the perpendicularity of the precast pile by using the position correcting device according to the monitoring result of the monitoring device until the precast pile is vertical;
constructing raft plate frames in a soft soil area in the construction range of the precast pile, wherein the position correcting device applies acting force for adjusting the verticality of the precast pile by taking the raft plate frames as reaction frames;
the soft soil area is internally provided with a plurality of precast piles, the raft plate frames correspond to the precast piles one by one in a grid structure, and each precast pile is arranged in a single grid of the raft plate frame;
pile position rings are arranged in the raft frame corresponding to the construction positions of the precast piles and used for positioning the precast piles; pouring bottom concrete around the pile position ring to fix the position of the pile position ring; the pouring of the bottom layer concrete is not higher than the height of the pile position ring; after the precast pile is vertical, pouring top layer concrete around the pile position ring, and pouring the top layer concrete below the position correcting device;
the position correcting device consists of a fastening body and a force adjusting rod, the fastening body consists of two semi-ring bodies with semi-ring structures, the two semi-ring bodies can be freely opened and closed around a rotating shaft in the two semi-ring bodies, and the position correcting device is fixedly sleeved on a thickened end at the top of the pile body;
the fastening body and the raft plate frame serving as the counter-force frame are correspondingly distributed with a main fixed rod hole and an auxiliary fixed rod hole, hollow bodies matched with the fixed rod ends on the two sides of the force adjusting rod are arranged in the main fixed rod hole and the auxiliary fixed rod hole, the fixed rod ends on the two ends of the force adjusting rod are the same as the main fixed rod hole and the auxiliary fixed rod hole in shape, and the two ends of the force adjusting rod can be respectively embedded into the fastening body and the raft plate frame.
2. A precast pile construction method for a soft soil area according to claim 1, wherein: the monitoring device comprises a monitoring rod and a water stabilizing device, the monitoring rod is detachably connected and fixed with the precast pile and is implanted into the stratum of the soft soil area together with the precast pile, and the water stabilizing device is detachably arranged at the top of the monitoring rod and measures the inclination and the dip angle of the precast pile.
3. The precast pile construction method for a soft soil area according to claim 1, wherein: after the precast pile is vertical, a cover plate is placed at the top of the precast pile, and then concrete with any thickness can be poured at the position of the precast pile according to design requirements.
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| CN202110563925.7A CN113202085B (en) | 2021-05-24 | 2021-05-24 | Precast pile construction method for soft soil area |
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| CN202110563925.7A CN113202085B (en) | 2021-05-24 | 2021-05-24 | Precast pile construction method for soft soil area |
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| CN113202085B true CN113202085B (en) | 2022-11-22 |
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| CN115217093A (en) * | 2022-08-16 | 2022-10-21 | 中铁上海设计院集团有限公司 | Self-stabilizing hollow pile for deep expansive soil area and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP2007077659A (en) * | 2005-09-14 | 2007-03-29 | Takumi Juki:Kk | Pile for civil engineering and construction |
| CN100585098C (en) * | 2006-02-21 | 2010-01-27 | 上海建工（集团）总公司 | Underground preburied column high-precision smart verticality-regulating system and mounting construction method |
| CN201065533Y (en) * | 2007-07-17 | 2008-05-28 | 上海市第一建筑有限公司 | Steel pile column perpendicularity regulating and controlling device |
| CN101736762A (en) * | 2008-11-20 | 2010-06-16 | 上海市第二建筑有限公司 | Intelligent verticality adjusting method and device of ultra-deep topdown construction method stand column pile |
| CN101413264B (en) * | 2008-11-20 | 2010-11-17 | 上海建工（集团）总公司 | Lattice column triaxial automatic wireless real time hanging system and method |
| JP5490452B2 (en) * | 2009-06-30 | 2014-05-14 | 住友林業株式会社 | Anti-blur guide device for taper pile driving |
| CN101858082A (en) * | 2010-06-12 | 2010-10-13 | 上海智平基础工程有限公司 | Soft soil foundation new construction post pile pressing technology and construction method thereof |
| CA2717386C (en) * | 2010-10-08 | 2019-02-05 | Alain Desmeules | Composite pile formed of interconnected rigid hollow tubes |
| CN205224125U (en) * | 2015-11-10 | 2016-05-11 | 南京和筑建设有限公司 | Steel -pipe pile hangs down straightness and detects structure |
| CN107268604B (en) * | 2017-08-10 | 2022-08-19 | 中南大学 | Construction system and construction method of hollow precast pile |
| CN208721031U (en) * | 2018-08-21 | 2019-04-09 | 江苏东合南岩土科技股份有限公司 | Deeply mixing cement-soil pile monitoring device |
| CN111719607A (en) * | 2020-07-30 | 2020-09-29 | 广东省建筑工程集团有限公司 | Method and device for accurately positioning and adjusting verticality of steel pipe column |
| CN112030971B (en) * | 2020-09-01 | 2021-08-24 | 中国十七冶集团有限公司 | Device for detecting and adjusting perpendicularity of pile body of static pressure pile and construction method |
| CN112663613A (en) * | 2020-11-16 | 2021-04-16 | 中国一冶集团有限公司 | Verticality control device and verticality control method for latticed column |
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