CN1078282A - Pile shoe pouring process and special reinforcing steel cage thereof - Google Patents
Pile shoe pouring process and special reinforcing steel cage thereof Download PDFInfo
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- CN1078282A CN1078282A CN 92106164 CN92106164A CN1078282A CN 1078282 A CN1078282 A CN 1078282A CN 92106164 CN92106164 CN 92106164 CN 92106164 A CN92106164 A CN 92106164A CN 1078282 A CN1078282 A CN 1078282A
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Abstract
A kind of pile shoe pouring method and special reinforcing steel cage thereof are characterised in that, Grouting Pipe and the return pipe parallel with the muscle of being advocated are set in reinforcing cage, in the bottom of reinforcing cage isolation plate are set, when concrete strength of pile reaches C
8During grade, at the bottom of cement paste directly injected by Grouting Pipe, make cement paste connect fixed with stake end loosened soil and stake petiolarea soil layer, and with condensing at the bottom of the stake, form the major part stake, make bored pile by single side friction carrying stress, becoming is the stress that carrying and the common carrying of pile body side friction are held in stake behind the consolidation grouting, thereby has significantly improved the supporting capacity of bored pile.
Description
The invention belongs to a kind of building or structure base engineering construction treatment process and isolated plant thereof, particularly a kind of multilayer, civilian construction on the middle and senior level and other public and pile shoe pouring process and special reinforcing steel cage thereof the industrial construction basis.
At present, general multilayer or semi-high-rise housing and other public with industrial construction in, its Foundation Design adopts the formula of deep-cutting to shake sand rubble-mound foundation, concrete floor formula basis, ground continuous wall base, give the base form of system piling or types such as immersed tube bored pile foundation and bored pile foundation.
The formula of deep-cutting is shaken sand rubble-mound foundation, concrete floor formula basis and ground continuous wall base, and its foundation depth will be dug out a large amount of earthwork in the construction more than 3 meters the time, after finish on the basis, also needs a large amount of cubic metres of earth of backfill; And the steel concrete groundwater increment is very big, and therefore, the construction costs on basis is higher, and the duration is also longer, and simultaneously, construction is influenced by rainy season and winter, also can be subjected to the restriction of adjacent building.
Giving system piling basis is nearly two, 30 years a kind of base forms commonly used, and it is applicable in the based process of general multistory building, middle-high building and industrial construction that this basis is when construction, and the noise that piling is sent is very big, influences urban environment; And the duration is longer, from giving the system pile body to transporting and hoisting, up to squeezing into ground, cuts out pile crown, and whole process operation is various, and labour intensity is big, and cost is also very high, at present, is progressively eliminated by people.
Tube-sinking cast-in-situ pile is a kind of novel foundation job practices of rising in recent years, to have construction speed fast than giving system piling for it, labour intensity is little, the advantage that construction costs is low, but when construction, the noise that the immersed tube machine is produced is very big, and its high frequency seismic wave has comparatively strong detrimental effect to nearby buildings, very big to surrounding environment influence, its application is subjected to the restriction of adjacent building; When construction of pile groups, the high-frequency vibration that the immersed tube machine is produced produces the mutual extrusion effect to adjoining pile, therefore, also can cause severe impairment to the quality of pile especially.
Bored pile also is a kind of novel foundation job practices of rising in recent years, and it is divided into does operation auger boring pore-forming or luoyang spade manual pore-forming and holing with slurry wall protection pore-forming.The former is applicable in the lower multilayer of general groundwater table, middle-high building and the industrial construction that the latter then is applicable to the deep foundation processing of highrise building or road and bridge.It is fast that bored pile has construction speed; noise is little; ambient conditions is good; construction costs is low; and be not subjected to characteristics such as place restriction in season; but bored pile mainly relies on the side friction of pile body to bear outer load, and therefore, single pile bearing capacity is on the low side; what have can only reach 100～200KN; and, because the shortcoming of auger boring technology, operating personnel's qualification difference in addition; behind the pore-forming; also usually have the loosened soil of 10～30cm even 50cm at the bottom of the hole, particularly, have thicker soft mud at the bottom of the hole having under the phreatic situation; the existence of these loosened soil and soft mud; make castinplace pile that sedimentation can take place along with the increase of load, in order to prevent bigger sedimentation, when design; the pile body side friction is often taken than fractional value; thereby increased the amount of laying out pile, caused the engineering waste, this has influenced the development of bored pile to a great extent.
The objective of the invention is to overcome above-mentioned the deficiencies in the prior art part, it is big to solve the bored pile pile body settlement amount that loose soil layer causes around loosened soil, soft mud and the stake at the bottom of because of stake, the problem that bearing capacity of single pile is low, provide that a kind of construction speed is fast, construction costs is low, do not influence environment, the pile shoe pouring process that is not subject to seasonal restrictions and special reinforcing steel cage thereof, to reduce the Foundation Design cost, improve workmanship.
The present invention is achieved in that
The present invention adopts auger boring or manually shovels the method pore-forming in hole, behind the pore-forming, places the reinforcing cage that is made of the muscle of being advocated, location stirrup and spiral stirrup in the hole, can adopt full cage or half cage according to the force-bearing situation reinforcing cage of pile body; In reinforcing cage, be provided with parallel and can be used as the Grouting Pipe of a main muscle and the return pipe parallel, when pile bottom force holding layer is layer of gravel or sand grains layer, Grouting Pipe can only be set, return pipe is not set with the muscle of being advocated with the muscle of being advocated; Bottom at reinforcing cage also is provided with isolation plate; Concrete perfusion in being equipped with the hole of reinforcing cage, strength grade of concrete 〉=C18; When concrete strength of pile reaches 50% of design strength, and minimum label is when being not less than the C8 grade of compressive strength, and at the bottom of to be 0.4～0.8 cement paste with water/binder ratio by Grouting Pipe directly injected, mud jacking cement adopted 325
#Above GB producer cement, injection speed is 20～100 liters/minute; In the slip casting process, anhydrous or gas overflows in return pipe, and during a large amount of whitewashing of beginning, the upper end outlet of sealing return pipe; Continue to inject cement paste, the slip casting inlet pressure is risen, and keep the slip casting inlet pressure stable, slip casting by force during voltage stabilizing, the slip casting inlet pressure is 0.5～20kg/cm
2, the voltage stabilizing time is 1～7 minute; When pile bottom force holding layer was layer of gravel or sand grains layer, the voltage stabilizing time was 1 minute, and when pile bottom force holding layer was clay or lam, the voltage stabilizing time was no more than 7 minutes; (as 100～300kg) time, sealing Grouting Pipe inlet stops slip casting when the slip casting cement weight makes single pile reach the design bearing capacity requirement.
When pile bottom force holding layer is a layer of gravel, and loose especially, inject a large amount of cement pastes after, slip casting inlet does not still have pressure, and under the return pipe situation of still not whitewashing, stops slip casting, 45～120 minutes at interval, then Grouting Pipe and return pipe are done to connect inspection, carry out the pile grouting second time; Can determine according to the denseness of cement grade and cement paste blanking time.
For being used said method of the present invention, the invention provides a kind of special reinforcing steel cage, described reinforcing cage is made of the muscle of being advocated, location stirrup and spiral stirrup, the Grouting Pipe parallel with the muscle of being advocated is installed in reinforcing cage, bottom at reinforcing cage also is equipped with isolation plate, the muscle of being advocated is longer than in the upper end of Grouting Pipe, and be higher than at least the construction ground 200mm, isolation plate is passed in the bottom of lower end, and from isolation plate, stretch out 20～30mm, muscle and Grouting Pipe of being advocated and isolation plate firm welding.
According to the pile bottom force holding layer situation, in reinforcing cage, also be equipped with and the muscle return pipe parallel of being advocated with Grouting Pipe, the muscle of being advocated is longer than in the return pipe upper end, and isolation plate is passed in the lower end, and stretches out 20～30mm from isolation plate; Flat shape or the shape of a hoof or duckbill can be processed in the bottom of Grouting Pipe, also are processed with several through holes in the bottom that Grouting Pipe is stretched out from isolation plate, so that cement paste flows out.
The present invention compared with prior art has following advantage:
1. slip casing by pressure plays infiltration, filling, densification and series connection consolidation to the stake end loosened soil and the stake petiolarea soil layer of bored pile, makes it to become a kind of high-intensity new soil layer, and with condensing at the bottom of the stake, forms the major part stake; Particularly comparatively loose in stake subsoil matter, especially the stake bottom is when layer of gravel, injecting paste material is connected fixed along layer of gravel with adjacent stake end, increased the lifting surface area of stake end greatly, improved the supporting capacity of stake end, and make the stress of bored pile by single side friction carrying, becoming is the stress that carrying and the common carrying of pile body side friction are held in stake behind the consolidation grouting; And, slip casing by pressure to stake end loosened soil and the compression of a stake petiolarea soil layer, fill reach capacity after, when soil property is comparatively loose around pile body, because the pressure stabilization function that continues, injecting paste material will rise along pile body, connect fixed with soil around the pile body, therefore, improved the side friction of pile body again; Thereby significantly improved the supporting capacity of stake.With the 400mm diameter, 5～7 meters long stake is an example, and when bearing course at pile end was located in layer of gravel, bearing capacity of single pile can be up to 450～500KN, and supporting capacity improves more than 100～150%; When bearing course at pile end was located in gravel layer, bearing capacity of single pile can reach 400～450KN, and supporting capacity improves more than 100%; When bearing course at pile end is located in general argillic horizon, flour sand layer, bearing capacity of single pile can reach 350～400KN, supporting capacity improves about 70～100%; Thereby reduced the amount of laying out pile, can reduce than conventional bored pile and to lay out pile 40%, construction costs is reduced significantly, every square metre of comparable common bored pile of foundation cost reduces expense more than 20%, than giving the every square metre of reduction expense in system piling basis more than 30%, shake the every square meter in sand basis than rubble and reduce expense more than 50%, have tangible economic benefit.
Injecting paste material to stake at the bottom of loosened soil densification and connect fixed, a bottom concrete and the compressive strain of loosened soil contact-segment pile body are fulfiled ahead of schedule, thereby significantly reduced the settling amount of castinplace pile, and significantly reduce even avoided unequal settlement of building, improved workmanship.
3. technology is simple, and is easy to operate, and construction speed is fast, do not have a large amount of outer muck haulage, concrete pouring can carry out mud jacking after 5～7 days, and the Foundation Design fate can shorten over half.
4. construction is not limited by season and place, no matter is winter or rainy season, does not descend all and can construct as long as have rain in the building site and do not have the situation of ponding, and is particularly narrow and close in the architectural complex and construct in the place, has more advantage; And during construction, shockproof, noiselessness, pollution-free does not influence surrounding environment, does not damage nearby buildings.
Provide embodiments of the invention below in conjunction with accompanying drawing:
Fig. 1, Fig. 3, Fig. 5 are the structural representations of reinforcing cage of the present invention;
Fig. 2 is the A-A sectional view of Fig. 1;
Fig. 4 is the B-B sectional view of Fig. 3;
Fig. 6, Fig. 7, Fig. 8 are 1 enlarged drawings of Fig. 1, Fig. 3, Fig. 5.
Embodiment 1:
Adopt the luoyang spade manual pore-forming, the aperture is 400mm, and hole depth is 5m, and behind the pore-forming, loosened soil thickness is 250mm at the bottom of the hole, and bearing stratum is a lam at the bottom of the hole; In the hole, place by the muscle 1 of being advocated, the full cage reinforcing cage that location stirrup 2 and spiral stirrup 3 constitute, as shown in Figure 1, Grouting Pipe 4 and the return pipe 5 parallel with the muscle 1 of being advocated are installed in the reinforcing cage, bottom at reinforcing cage also is equipped with isolation plate 6, the muscle 1 of being advocated is longer than in Grouting Pipe 4 and return pipe 5 upper ends, and be higher than nature ground 200mm, isolation plate 6 is passed in the lower end, and from isolation plate 6, stretch out 30mm, as shown in Figure 7, the bottom of Grouting Pipe 4 is the shape of a hoof, also is processed with several through holes in the bottom that Grouting Pipe 4 is stretched from isolation plate 6, firm welding between Grouting Pipe 4 and the isolation plate 6, the upper and lower opening of Grouting Pipe 4 and return pipe 5 is wrapped with Polypropylence Sheet, then, and concrete perfusion in being equipped with the hole of reinforcing cage, concrete strength is C18, and the slump is 8～10cm; Behind the concrete initial set, Grouting Pipe 4 and return pipe 5 are connected inspection, result in blockage with anti-fall native spillage; When concrete strength of pile reaches 50% of design strength, when intensity reaches the C8 grade, be 425 at label
#GB producer cement in add water, stir into cement paste with mixing machine, water/binder ratio is 0.4, then cement paste is directly injected end by Grouting Pipe 4, injection speed is 80～100 liters/minute; No gas overflows in return pipe 4, and during a large amount of whitewashing of beginning, the outlet of sealing return pipe 5 upper ends continues to inject cement paste; When the slip casting inlet pressure reaches 20kg/cm
2The time, voltage stabilizing 7 minutes, sealing slip casting inlet stops slip casting, and the slip casting cement weight is 180kg.
Embodiment 2:
Adopt the auger machine pore-forming, the aperture is 300mm, and hole depth is 5m, when drill bit gets into projected depth, dallies on the spot, then, stops boring shadoof, and drilling rod proposes in face of the ground, and the soil of living around the casing is cleaned out, and loosened soil makes real, with loosened soil thickness at the bottom of the minimizing hole; Behind the pore-forming, loosened soil thickness is 300mm at the bottom of the hole, and bearing stratum is a gravel layer at the bottom of the hole; Because pile body only bears vertical direction pressure, do not bear pulling force and lateral force, in the hole, place by the muscle 1 of being advocated, the half cage reinforcing cage that location stirrup 2 and spiral stirrup 3 constitute, the muscle of promptly being advocated is 2/3rds of a full cage, as shown in Figure 5, the Grouting Pipe 4 parallel with the muscle 1 of being advocated is installed in the reinforcing cage, bottom at reinforcing cage also is equipped with isolation plate 6, the muscle 1 of being advocated is longer than in Grouting Pipe 4 upper ends, and be higher than nature ground 200mm, isolation plate 6 is passed in the lower end, and stretches out 20mm from isolation plate 6, as shown in Figure 6, the bottom of Grouting Pipe 4 lower ends is a flat shape, also be processed with several through holes in the bottom that Grouting Pipe 4 is stretched out from isolation plate 6, want firm welding between Grouting Pipe 4 and the isolation plate 6, the upper and lower opening of Grouting Pipe 4 is wrapped with Polypropylence Sheet; Then, concrete perfusion in being equipped with the hole of reinforcing cage, strength grade of concrete are C18, and the slump is 10cm; Behind the concrete initial set, Grouting Pipe 4 is connected inspection, result in blockage with anti-fall native spillage; When concrete strength of pile reaches 50% of design strength, when intensity reaches the C8 grade; At label is 325
#GB cement in add water, stir into cement paste with mixing machine, water/binder ratio is 0.8, then, cement paste is directly injected end by Grouting Pipe 4, injection speed is 20～50 liters/minute, when the slip casting inlet pressure reaches 0.5kg/cm
2The time, voltage stabilizing 1 minute, when single pile slip casting cement weight reached 150kg, sealing slip casting inlet stopped slip casting.
Embodiment 3:
Adopt the auger machine pore-forming, the aperture is 300mm, and hole depth is 6m, and behind the pore-forming, loosened soil thickness is 200mm at the bottom of the hole, and bearing stratum is loose layer of gravel at the bottom of the hole; Place the full cage reinforcing cage that is made of the muscle 1 of being advocated, location stirrup 2 and spiral stirrup 3 in the hole, other setting of reinforcing cage is identical with embodiment 1; The cement grade of strength grade of concrete, the slump, slip casting and water/binder ratio are identical with embodiment 2; When concrete strength reaches the C8 grade, cement paste is directly injected a stake end by Grouting Pipe 4, injection speed is 20～40 liters/minute, behind the injection 200kg cement paste, slip casting enters the mouth does not still have pressure, and return pipe still do not whitewash, and stops slip casting; 120 minutes at interval, then Grouting Pipe 4 and return pipe 5 are done to connect inspection, carry out the pile grouting second time, injection speed is 40～60 liters/minute, when return pipe 5 begins to whitewash, and sealing return pipe 5, and continue to inject cement paste, when the slip casting inlet pressure reaches 1.5kg/cm
2The time, the slip casting inlet is sealed in voltage stabilizing 2 minutes then, and the cement weight of slip casting for the second time is 100kg.Embodiment 4:
Adopt the auger machine pore-forming, the aperture is 600mm, and hole depth is 7m, and bearing stratum is a layer of gravel at the bottom of the hole, behind the pore-forming, underground water is more in the hole, and the 200mm thick mud layer is arranged, after the artificial rainmaking, at the bottom of the hole, drop into the thick rubble of about 300mm, and, drop into the thick mixed sand of 100mm again with the hammer compacting; Then, in the hole, put into full cage reinforcing cage, as shown in Figure 3, Grouting Pipe 4 is installed in the reinforcing cage, and as shown in Figure 8, the bottom of Grouting Pipe 4 lower ends is a duckbill, also be processed with several through holes in the bottom that Grouting Pipe 4 is stretched out from isolation plate 6, other setting of reinforcing cage is identical with embodiment 2; Concrete perfusion in being equipped with the hole of reinforcing cage, concrete strength are C18, and the slump is 8cm, when concrete strength reaches the C8 grade, are 425 at label
#GB cement in add water, stir into cement paste with mixing machine, water/binder ratio is 0.6, then, cement paste is directly injected end by Grouting Pipe 4, injection speed is 20～50 liters/minute, when the slip casting inlet pressure reaches 4kg/cm
2The time, voltage stabilizing 3 minutes, sealing slip casting inlet stops slip casting, and the slip casting cement weight is 200kg.
Claims (6)
1, a kind of pile shoe pouring process, comprise pore-forming, in the hole, place the reinforcing cage that constitutes by the muscle of being advocated, location stirrup and spiral stirrup, concrete perfusion in being equipped with the hole of reinforcing cage, it is characterized in that, be provided with and the Grouting Pipe that can be used as a main muscle parallel in the described reinforcing cage with the return pipe parallel or Grouting Pipe only is set, also be provided with isolation plate in the bottom of reinforcing cage with the muscle of being advocated with the muscle of being advocated; Is that injection speed was 20～100 liters/minute at the bottom of 0.4～0.8 cement paste directly injected by Grouting Pipe with water/binder ratio; In the slip casting process, when anhydrous in the return pipe or gas overflow and begin to whitewash in a large number, the upper end outlet of sealing return pipe; Continue to inject cement paste, the slip casting inlet pressure is risen, and keep the slip casting inlet pressure stable, mud jacking by force during voltage stabilizing, the slip casting inlet pressure is 0.5～20kg/cm
2, the voltage stabilizing time is 1～7 minute; When the slip casting cement weight made single pile reach the design bearing capacity requirement, sealing slip casting inlet stopped slip casting.
2, pile shoe pouring process according to claim 1, it is characterized in that, when pile bottom force holding layer is a layer of gravel, and loose especially, inject a large amount of cement pastes after, the slip casting inlet does not still have pressure, when return pipe is not still whitewashed, stop slip casting, 45～120 minutes at interval, then Grouting Pipe and return pipe are done to connect inspection, carry out the pile grouting second time.
3, a kind of for using claim 1 or the custom-designed reinforcing cage of 2 described technologies, constitute by the muscle of being advocated (1), location stirrup (2) and spiral stirrup (3), it is characterized in that, the Grouting Pipe (4) parallel with the muscle of being advocated (1) is installed in reinforcing cage, in the bottom of reinforcing cage isolation plate (6) is installed also, the muscle of being advocated (1) is longer than in the upper end of Grouting Pipe (4), and isolation plate (6) is passed in the lower end, and stretches out 20～30mm from isolation plate (6).
4, reinforcing cage according to claim 3, it is characterized in that, the return pipe (5) parallel with Grouting Pipe (4) with the muscle of being advocated (1) also is installed in reinforcing cage, the muscle of being advocated (1) is longer than in the upper end of return pipe (5), isolation plate (6) is passed in the lower end, and stretches out 20～30mm from isolation plate (6).
According to claim 3 or 4 described reinforcing cages, it is characterized in that 5, the bottom of described Grouting Pipe (4) lower end is flat shape or the shape of a hoof or duckbill.
6, reinforcing cage according to claim 5 is characterized in that, the bottom that Grouting Pipe (4) is stretched out from isolation plate (6) also is processed with several through holes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 92106164 CN1078282A (en) | 1992-05-08 | 1992-05-08 | Pile shoe pouring process and special reinforcing steel cage thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 92106164 CN1078282A (en) | 1992-05-08 | 1992-05-08 | Pile shoe pouring process and special reinforcing steel cage thereof |
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| Publication Number | Publication Date |
|---|---|
| CN1078282A true CN1078282A (en) | 1993-11-10 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 92106164 Pending CN1078282A (en) | 1992-05-08 | 1992-05-08 | Pile shoe pouring process and special reinforcing steel cage thereof |
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| CN (1) | CN1078282A (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1309909C (en) * | 2004-11-25 | 2007-04-11 | 河北建设勘察研究院有限公司 | Follow-up mud jacking rotary digging drilling hole bored concrete pile technology |
| CN101798904A (en) * | 2009-02-02 | 2010-08-11 | 包尔机械有限公司 | Supply the device of concrete and gas when concrete drill hole shape established law and boring to the rig post |
| CN103850251A (en) * | 2014-03-20 | 2014-06-11 | 南昌永祺科技发展有限公司 | Mechanical drilling cast-in-place pile |
| CN103898839A (en) * | 2014-03-03 | 2014-07-02 | 福建省建筑工程质量检测中心有限公司 | Bridge supplementary pile preloading consolidation method |
| CN106087993A (en) * | 2016-07-29 | 2016-11-09 | 成都城电电力工程设计有限公司 | A kind of Novel threaded bored concrete pile and pouring construction method |
| CN107642092A (en) * | 2017-09-21 | 2018-01-30 | 中建局集团第二建筑有限公司 | Pile foundation post-grouting construction method and post-grouting device |
| CN107989267A (en) * | 2017-12-19 | 2018-05-04 | 苏州市世好建材新技术工程有限公司 | A kind of building bar cage |
| CN111074882A (en) * | 2019-12-16 | 2020-04-28 | 温州中领建设有限公司 | Multiple three-dimensional cast-in-place pile structure and method for casting pile body |
| CN112459071A (en) * | 2020-11-30 | 2021-03-09 | 中国一冶集团有限公司 | Vacuum grouting device for cast-in-situ bored pile and construction method |
-
1992
- 1992-05-08 CN CN 92106164 patent/CN1078282A/en active Pending
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1309909C (en) * | 2004-11-25 | 2007-04-11 | 河北建设勘察研究院有限公司 | Follow-up mud jacking rotary digging drilling hole bored concrete pile technology |
| CN101798904A (en) * | 2009-02-02 | 2010-08-11 | 包尔机械有限公司 | Supply the device of concrete and gas when concrete drill hole shape established law and boring to the rig post |
| CN101798904B (en) * | 2009-02-02 | 2013-06-19 | 包尔机械有限公司 | Device for supplying concrete and gas into drill ribbon of drilling device when forming concrete borehole |
| CN103898839A (en) * | 2014-03-03 | 2014-07-02 | 福建省建筑工程质量检测中心有限公司 | Bridge supplementary pile preloading consolidation method |
| CN103850251A (en) * | 2014-03-20 | 2014-06-11 | 南昌永祺科技发展有限公司 | Mechanical drilling cast-in-place pile |
| CN103850251B (en) * | 2014-03-20 | 2016-06-22 | 南昌永祺科技发展有限公司 | A kind of Model analysis |
| CN106087993A (en) * | 2016-07-29 | 2016-11-09 | 成都城电电力工程设计有限公司 | A kind of Novel threaded bored concrete pile and pouring construction method |
| CN107642092A (en) * | 2017-09-21 | 2018-01-30 | 中建局集团第二建筑有限公司 | Pile foundation post-grouting construction method and post-grouting device |
| CN107989267A (en) * | 2017-12-19 | 2018-05-04 | 苏州市世好建材新技术工程有限公司 | A kind of building bar cage |
| CN111074882A (en) * | 2019-12-16 | 2020-04-28 | 温州中领建设有限公司 | Multiple three-dimensional cast-in-place pile structure and method for casting pile body |
| CN112459071A (en) * | 2020-11-30 | 2021-03-09 | 中国一冶集团有限公司 | Vacuum grouting device for cast-in-situ bored pile and construction method |
| CN112459071B (en) * | 2020-11-30 | 2022-05-10 | 中国一冶集团有限公司 | Vacuum grouting device for cast-in-situ bored pile and construction method |
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