CN1042158C - Injecting method for steel rod concrete prefabricated pile end - Google Patents
Injecting method for steel rod concrete prefabricated pile end Download PDFInfo
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- CN1042158C CN1042158C CN 95101176 CN95101176A CN1042158C CN 1042158 C CN1042158 C CN 1042158C CN 95101176 CN95101176 CN 95101176 CN 95101176 A CN95101176 A CN 95101176A CN 1042158 C CN1042158 C CN 1042158C
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- steel rod
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- prefabricated pile
- concrete prefabricated
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Abstract
The present invention relates to a new constructional technology for a steel rod concrete prefabricated pile, and in the new constructional technology for a steel rod concrete prefabricated pile, after the steel rod concrete prefabricated pile is sunk into designed depth by a hammering method or a static pressing-in method, the pressure injection of the end of the pile is carried out by a prefabricated injecting passage (for the condition of a solid section prefabricated pile) in the pile or an injecting passage formed by a drill hole (for the condition of a hollow section prefabricated pile). The present invention can greatly enhance the bearing capability of the steel rod concrete prefabricated pile, and compared with a similar prefabricated pile without injection, the bearing capability of the steel rod concrete prefabricated pile adopting the new constructional technology for a steel rod concrete prefabricated pile can be enhanced by 0.5 to 2.0 times according to prediction.
Description
The invention belongs to the foundation field.
The precast reinforced concrete piles that sinks in the soil with hammering method or static(al) plunging all belongs to the stake of soil compaction formula.If this stake pilespacing is little lift because the effect that side direction overstocks can cause in the adjacent stake, after this stud is squeezed into or be pressed in the soil, stop to hit or static pressure, owing to off-load resilience reason, also can cause pile body on lift.Real side result shows according to the static pressed pile of Wenzhou City's 28 floor mansion, and static pressure finishes and lifts about 4cm on the stake top, back, therefore reduces the supporting capacity of stake.
Stake end at solid castinplace pile carries out slip casing by pressure, and the similar castinplace pile of its not slip casting of bearing capacity ratio can improve about 0.5-2.5 times, this existing at home and abroad precedent.And being carried out end slip casting, the reinforced concrete hollow preformed pile yet there are no report.
The objective of the invention is to propose a kind of injecting method for steel rod concrete prefabricated pile end, to improve bearing capacity, it is long to shorten stake, the reduction of erection time, reduces cost.
The technical scheme of the process of precast reinforced concrete piles of the present invention end slip casting is: after the preformed pile in reinforced concrete hollow cross section is sunk to projected depth, form the slip casting passage by boring, and in the slip casting passage, put into the Grouting Pipe of band edge plug, the slip casting passage that is formed by boring carries out slip casing by pressure to the stake end.
Available hammering method or static(al) plunging are driven into projected depth with the preformed pile in reinforced concrete hollow cross section.
The preformed pile in reinforced concrete hollow cross section comprises ordinary reinforced concrete hollow preformed pile, prestressed reinforced concrete hollow pile and high-strength prestress reinforced concrete hollow preformed pile.
The pile body cross section is a hollow section, and outer lateral section is square, rectangle, polygon, circle or arbitrary shape.
The slurries that inject can mix additive such as flyash, expansion agent, water reducing agent, early strength admixture and retarding agent according to stratum soil condition different mining with cement paste, cement mortar or at above-mentioned slurries.
Grouting pressure can be according to soil layer geological conditions difference, at 0.3-30N/mm
2Be 3-300kg/cm
2Change in the scope.
The stake end can be made into opening or semi-closed port form.
Fig. 1 is the pile body sectional view of injecting method for steel rod concrete prefabricated pile end of the present invention.
Fig. 2 is hollow section (2) the stake slip casting access diagram of injecting method for steel rod concrete prefabricated pile end of the present invention.
For the single-unit precast reinforced concrete piles of being with the solid section (7) of reserving the slip casting passage, its main manufacture craft flow process is as follows: set ground (end) mould; Lay cage of reinforcement and built-in fitting; Side form and end mould are installed, and the brush interleaving agent; Laying small-bore inflation glue assists or special refill; Disturbing concrete; Venting is taken out capsule or is taken out special refill; Curing concrete; Stripping.
With hammering method (use diesel hammer, vibrating hammer, steam hammer, hydraulic pile hammer or drop hammer etc.) or take merogenesis to sink to solid section (7) preformed pile of will band reserving the slip casting passage by the method for joint spreading with static(al) plunging (application machine formula or fluid pressure type static pile press) and sink to when middle, take measures to make the slip casting channel alignment that saves up and down; When sinking to projected depth, form a slip casting passage that connects, in the slip casting passage, can put according to circumstances if do not put and establish Grouting Pipe from stake top to the stake end.
For the stake end is the situation of opening pattern hollow section (2) preformed pile, after projected depth being sunk in stake (2) with hammering method or static(al) plunging, bore the earth pillar (3) that enters the stake end thoroughly and form slip casting passage (4) with 30 types～300 type geological drilling rigs, again the Grouting Pipe (6) of band edge plug (5) is put into stake, and make end plug (5) be pressed in earth pillar (3) top.The end plug material can adopt metal, wooden, concrete or rigid plastics etc.
Just can hold soil layer to carry out slip casing by pressure to stake after the preformed pile in above-mentioned two kinds of cross sections sinks to projected depth and forms the slip casting passage, according to the difference of soil layer geological conditions, grouting pressure can be at 0.3-30N/mm
3(be 3-300kg/cm
2) the interior variation of scope.Pile-end pressure grouting plays infiltration, compacted, consolidation pile end soil layer and forms the effect of the enlarged footing of slurries soil.
Advantage of the present invention is as follows: (1) can be to as mentioned above owing to stop to hit or static pressure causes the stake end soil layer of off-load resilience to carry out slip casing by pressure to improve bearing capacity; (2) in general, carry out slip casing by pressure at layer of sand, gravel layer and powder soil horizon, effect is comparatively obvious, if having the soil layer of suitable slip casing by pressure to exist than deep or superficial part like this, it is long to shorten stake; (3) slip casing by pressure can make cement paste infiltration, and is compacted to a stake end soil layer, also can form a stake end cement-soil enlarged footing with layer of sand etc., thereby improve bearing capacity; (4), thereby bring the effect that reduces cost of reduction of erection time because the effect of slip casing by pressure can reduce the radical or the length of stake.
According to measuring and calculating, compare with the preformed pile of the same type of not slip casting, adopt the bearing capacity of preformed pile of the present invention, can improve 0.5-2.0 doubly.
Describe the present invention's process in detail below in conjunction with accompanying drawing.
The process of this precast reinforced concrete piles end slip casting, it is characterized in that: after the preformed pile 2 in reinforced concrete hollow cross section is sunk to projected depth, form slip casting passage 4 by boring, and in the slip casting passage, put into the Grouting Pipe 6 of band edge plug 5, the slip casting passage that is formed by boring carries out slip casing by pressure to the stake end.
Available hammering method or static(al) plunging are driven into projected depth with the preformed pile in reinforced concrete hollow cross section.
The preformed pile in reinforced concrete hollow cross section comprises ordinary reinforced concrete hollow preformed pile, prestressed reinforced concrete hollow pile and high-strength prestress reinforced concrete hollow preformed pile.
The pile body cross section is a hollow section, and outer lateral section is square, rectangle, polygon, circle or arbitrary shape.
The slurries that inject can mix additive such as flyash, expansion agent, water reducing agent, early strength admixture and retarding agent according to stratum soil condition different mining with cement paste, cement mortar or at above-mentioned slurries.
Grouting pressure can be according to soil layer geological conditions difference, at 0.3-30N/mm
2Be 3-300kg/cm
2Change in the scope.The stake end can be made into opening or semi-closed port form.
Claims (8)
1, a kind of injecting method for steel rod concrete prefabricated pile end, it is characterized in that: after the preformed pile in reinforced concrete hollow cross section is sunk to projected depth, form the slip casting passage by boring, and in the slip casting passage, put into the Grouting Pipe of band edge plug, the slip casting passage that is formed by boring carries out slip casing by pressure to the stake end.
2,, it is characterized in that the preformed pile in reinforced concrete hollow cross section being driven into projected depth with hammering method by the described injecting method for steel rod concrete prefabricated pile end of claim 1.
3,, it is characterized in that the preformed pile in reinforced concrete hollow cross section being driven into projected depth with the static(al) plunging by the described injecting method for steel rod concrete prefabricated pile end of claim 1.
4, by the described injecting method for steel rod concrete prefabricated pile end of claim 1, it is characterized in that the preformed pile in reinforced concrete hollow cross section comprises ordinary reinforced concrete hollow preformed pile, prestressed reinforced concrete hollow pile and high-strength prestress reinforced concrete hollow preformed pile.
5, by the described injecting method for steel rod concrete prefabricated pile end of claim 1, it is characterized in that the pile body cross section is a hollow section, outer lateral section is square, rectangle, polygon, circle or arbitrary shape.
6,, it is characterized in that the slurries that inject can mix additive such as flyash, expansion agent, water reducing agent, early strength admixture and retarding agent according to stratum soil condition different mining with cement paste, cement mortar or at above-mentioned slurries by the described injecting method for steel rod concrete prefabricated pile end of claim 1.
7, by the described injecting method for steel rod concrete prefabricated pile end of claim 1, it is characterized in that grouting pressure can be according to soil layer geological conditions difference, at 0.3-30N/mm
2Be 3-300kg/cm
2Change in the scope.
8,, it is characterized in that the stake end can be made into opening or semi-closed port form by the described injecting method for steel rod concrete prefabricated pile end of claim 1.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 95101176 CN1042158C (en) | 1995-01-19 | 1995-01-19 | Injecting method for steel rod concrete prefabricated pile end |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 95101176 CN1042158C (en) | 1995-01-19 | 1995-01-19 | Injecting method for steel rod concrete prefabricated pile end |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1143137A CN1143137A (en) | 1997-02-19 |
| CN1042158C true CN1042158C (en) | 1999-02-17 |
Family
ID=5073820
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 95101176 Expired - Fee Related CN1042158C (en) | 1995-01-19 | 1995-01-19 | Injecting method for steel rod concrete prefabricated pile end |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1042158C (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103410143A (en) * | 2013-07-26 | 2013-11-27 | 上海岩土工程勘察设计研究院有限公司 | Construction method for improving bearing capacity of hollow pile foundation |
| CN103790160B (en) * | 2014-01-17 | 2015-09-09 | 上海中锦建设集团股份有限公司 | A kind of SMW engineering method profile steel pulling and grouting |
| CN104594357A (en) * | 2015-01-19 | 2015-05-06 | 赵连平 | Grouting device after statically pressing or hammering concrete precast tubular pile base and grouting method |
| CN106120714A (en) * | 2016-08-22 | 2016-11-16 | 上海岩土工程勘察设计研究院有限公司 | A kind of device improving hollow pile bearing capacity and using method thereof |
-
1995
- 1995-01-19 CN CN 95101176 patent/CN1042158C/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN1143137A (en) | 1997-02-19 |
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