CN1184873A - Pressing cast in position type tech. for making drilling hole piles - Google Patents
Pressing cast in position type tech. for making drilling hole piles Download PDFInfo
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- CN1184873A CN1184873A CN96117824A CN96117824A CN1184873A CN 1184873 A CN1184873 A CN 1184873A CN 96117824 A CN96117824 A CN 96117824A CN 96117824 A CN96117824 A CN 96117824A CN 1184873 A CN1184873 A CN 1184873A
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- grouting
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Abstract
In the drilling pile pressure grouting technology we use an extra of a flexible pressure cavity at the pile bottom and preimbedded two grouting pipe, by high pressure grouting aginst pile bottom, the stress condition of the pile base soil can be effectively improved and the bearing strength of pile is enhanced.
Description
The invention belongs to technical field of civil engineering, the pile foundation engineering technique field of various civil engineerings such as particularly traffic, harbour, water conservancy, mine, worker China Democratic National Construction Association, oil.
Castinplace pile is to use extremely general a kind of pile foundation form, be applied in the Foundation Design of all trades and professions at present, this invention technology is to finish on the basis of mature drilling hole bored concrete pile technology, and it is based on, and bearing capacity principle development that grouting can improve ground comes.The stake of castinplace pile is long, the stake footpath can change, and is adapted to all kinds of formation conditions, and has higher capacity.Just construction divides, and bored pile, tube-sinking cast-in-situ pile, hand excavated pile, expanded bore pile, explosion expanded piling etc. are arranged.But these the strengths and weaknesses is and deposits, and is fit to various stratum as bored pile, but behind the pile stake end can exist the extremely disadvantageous loosened soil of bearing capacity; Though hand excavated pile does not have loosened soil, require the stratum strictness, in the stratum of floating cobble is arranged, can't use, and stake can be very not long; Expanded bore pile can increase the load-bearing area of stake, improves bearing capacity, but construction is complicated, and the stratum of requirement is also strict, and as expanding the end with boring, the stake end still can form loosened soil; But explosion expanded piling also form expands the end, but the energy of blast jeopardizes near building sometimes, can make saturated powder fine sand produce liquefaction etc. such as shaking force, and its explosive expansion effect of the difference of strata condition is also different, and pile quality can not guarantee fully.In order to improve the bearing capacity of stake, the technology to being in the milk at the bottom of the stake behind the bored pile piling of using is also arranged at present, but the stake end, be not provided with the pressure grouting chamber, so, the grouting or the densification at the stake end, or infiltration and splitting, the grouting effect at the bottom of it can not direct same grouting pressure, the grouting amount, grouting lasts and connects, effect is extremely unstable, sometimes its grouting effect can be said to be satisfied, can improve 50～70% to the bearing capacity of stake, and is almost like water off a duck's back again sometimes, this explanation, the stake end grouting in no pressure grouting chamber, the discreteness of its effect is very big, and technological parameter is wayward, can only can't include design in as a kind of supplementary means that increases safety.
The purpose of this invention is to provide a kind of drilled pile pressure grouting technology, it can improve the stress condition of a subsoil effectively, thereby has improved the bearing capacity of stake.
The present invention is realized by following technical scheme: before this technology of enforcement, should fully understand character, groundwater table, the natural bearing capacity of soil, fixed history, draining situation etc. and the various the thickness of the layer and the soil nature parameter (modulus E, unit weight=γ, proportion G, void ratio e, mechanical index C, etc.) thereof of force way, foundation soil on bearing capacity of foundation soil, the basis of building requirement, so that select suitable grout pump, make stake bottom pressure grouting chamber that suits and the displacement of in the technology implementation process, controlling grouting pressure, grouting amount, stake etc.Bury the pliable pressure chamber at the bottom of the every pile of the present invention underground and pre-buried two mud jacking pipelines in concrete.Make with resilient rubber materials in the pliable pressure chamber, and its size changes with the size in stake footpath.Behind the pore-forming, pressure chamber is positioned at the stake end of the lower end of reinforcing cage, and grout pipe links to each other with pressure chamber by reinforcing cage, and the other end extends the face of land, before grouting its integral body is put into boring; Grout pipe is steel pipe or plastic pipe, and caliber is by how many decisions of grouting machine model and grouting amount.The specific implementation process is: bury underground at the bottom of pile foundation and the grouting parameter designing → making hole construction → hole and place reinforcing cage and pre-embedment grouting pipe → pour concrete → grouting preparation → grouting construction in pressure chamber → hole.Concrete activities is:
(1) designed length, stake footpath and grouting pressure, the grouting amount etc. of stake by the bearing capacity of single pile that requires, above index will be considered in conjunction with the geology Information integration;
(2) carry out the stake making hole construction, job practices is with general drilled pile construction;
(3) at the bottom of the hole, bury the pressure grouting chamber underground, place in the hole reinforcing cage (if any words) and preset grout pipe by ground to inside, pressure grouting chamber;
(4) carry out the concrete piles cast, this concrete cast with general castinplace pile is identical;
(5) after concrete piles is solidified 7 days, the preparation that can be in the milk.As grout pump, slurries mixer, flushing pressure grouting chamber etc.;
(6) after concrete piles is solidified 7 days, carry out grouting work, in construction, will carry out record, having in the record that grouting lasts, grouting pressure, grouting amount etc.To carry out in case of necessity the stake on lift displacement monitoring;
(7) when reaching the design objective of grouting, (design in advance), can finish grouting, the cleaning grouting equipment.
Adopt the bored pile of this technology to compare with general bored pile, under the same condition in, stake footpath long and stratum in stake, the bearing capacity of pressure grouting stake all will be higher than the bearing capacity of present all types of castinplace piles, in some soil layer (as sandy soil), the former bearing capacity is 2～3 times of the latter.
This technology all will at length be made technical scheme according to the concrete condition of engineering again as other mature engineering, so that make engineering safety and reliability, construction faster, more economical etc. to greatest extent.Key index in this technology is the displacement of, stake footpath long according to stake and geological conditions grouting pressure, grouting amount and the stake of formulating.
The present invention compared with the prior art, its effect and advantage are that it can maximize favourable factors and minimize unfavourable ones, and have both kept the advantage of aforementioned castinplace pile, have got rid of the deficiency of aforementioned castinplace pile again, have all advantages of aforementioned castinplace pile., stake footpath long as stake can change and be adapted to various stratum (this construction machinery by stake is decided); Loosened soil at the bottom of can disposing (as the stake end of hand excavated pile); Can form enlarged footing (as the reaming stake); (as explosion expanded piling, but than the densification better effects if of explosion expanded piling, explosion expanded piling is the moment densification to the soil body at the bottom of can the densification stake, can produce high pore water pressure, and this technology is the densification of pressurizeing gradually, analyzes the densification better effects if of this technology from the consolidation theory of soil); Parameters of construction technology is easy to control, can analyze the bearing capacity that draws stake thus, and can include Base Design in, and this point has difference matter, essence with the stake end grouting technique in no pressure grouting chamber.
In addition, this technology not only can be applied on the bored pile, and is applied on hand excavated pile and the tube-sinking cast-in-situ pile with can having no any modification, goes among can being applied to diaphragm wall after being made amendment in the pressure grouting chamber.
Case history:
Claims (2)
1, a kind of drilled pile pressure grouting technology, mainly forms by burying processes such as placing reinforcing cage and pre-embedment grouting pipe, pour concrete, grouting construction in pliable pressure chamber, the hole at the bottom of grouting parameter designing, making hole construction, the hole underground, it is characterized in that at the bottom of bored piles, burying underground the pliable pressure chamber and pre-buried two by the lead to grouting pipelines of pressure chamber of the face of land.
2, drilled pile pressure grouting technology according to claim 1 is characterized in that the pliable pressure chamber is positioned at the stake end of reinforcing cage lower end, and grout pipe links to each other with the pliable pressure chamber by reinforcing cage.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN96117824A CN1184873A (en) | 1996-12-13 | 1996-12-13 | Pressing cast in position type tech. for making drilling hole piles |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN96117824A CN1184873A (en) | 1996-12-13 | 1996-12-13 | Pressing cast in position type tech. for making drilling hole piles |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN1184873A true CN1184873A (en) | 1998-06-17 |
Family
ID=5124641
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN96117824A Pending CN1184873A (en) | 1996-12-13 | 1996-12-13 | Pressing cast in position type tech. for making drilling hole piles |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1184873A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101818957A (en) * | 2009-09-17 | 2010-09-01 | 邢玉明 | System utilizing heat storage of underground aquifer for heating or utilizing cold storage for cooling |
-
1996
- 1996-12-13 CN CN96117824A patent/CN1184873A/en active Pending
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101818957A (en) * | 2009-09-17 | 2010-09-01 | 邢玉明 | System utilizing heat storage of underground aquifer for heating or utilizing cold storage for cooling |
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| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |