CN102605774A - Method for manufacturing post grouting reinforced gravel pile - Google Patents
Method for manufacturing post grouting reinforced gravel pile Download PDFInfo
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- CN102605774A CN102605774A CN2011100272089A CN201110027208A CN102605774A CN 102605774 A CN102605774 A CN 102605774A CN 2011100272089 A CN2011100272089 A CN 2011100272089A CN 201110027208 A CN201110027208 A CN 201110027208A CN 102605774 A CN102605774 A CN 102605774A
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Abstract
The invention relates to a method for manufacturing a post grouting reinforced gravel pile. An anchor tube is additionally arranged in the reinforced gravel pile, grouting is performed after the degree of consolidation of a foundation meets a design requirement, and accordingly process for treating a soft soil foundation by the aid of the post grouting reinforced gravel pile is realized. Compared with the prior art, the method has the advantages that water drainage and consolidation of the foundation are accelerated, compression resistance bearing capacity of a pile body is further increased, and the pile body has pulling resistance bearing capacity.
Description
Technical field
The present invention relates to field of civil engineering, especially relate to the preparation method of a kind of grouting behind shaft or drift lining reinforced rubble stake.
Background technology
The reinforced rubble stake is the further application of reinforcement material in the broken stone pile field, and it is in the broken stone pile pile body, to lay or wrap up outside geosynthetics, thus the lateral deformation of restriction broken stone pile.Both can keep the advantage of traditional broken stone pile on Soft Ground: improve foundation stiffness and bearing capacity, reduce settling amount, played good vertical drainage effect simultaneously, reduced the time of ground consolidation distortion; Also can eliminate the weak point of traditional broken stone pile: traditional broken stone pile needs all native lateral confinements to it of stake to guarantee the intensity and the bearing capacity of pile body; When lateral confinement was not enough, bulging or shear failure very easily took place in pile body (near the particularly pile body stake top) under the pile top load effect.Though but the reinforced rubble stake can be born bigger load aspect resistance to compression, do not have the resistance to plucking supporting capacity basically, can't satisfy the needs of resistance to plucking when on structure base occurs, pulling out load.When underground water level lifting or receive factors such as wind action, the structure bases such as building, abutment and oil tank that originally bore the resistance to compression load can bear and pull out load.
Summary of the invention
The object of the invention is exactly the preparation method that the grouting behind shaft or drift lining reinforced rubble stake of a kind of resistance to compression bearing capacity that has improved pile body and anti-pulling capacity is provided in order to overcome the defective that above-mentioned prior art exists.
The object of the invention can be realized through following technical scheme:
The preparation method of a kind of grouting behind shaft or drift lining reinforced rubble stake is characterized in that, this method may further comprise the steps: fixing reinforcement material in pile body, and in pile body, set up anchor tube then and fill rubble, slip casting gets final product in the reinforced rubble stake at last.
Described anchor tube is squeezed into before the vibro-replacement stone filler when vibroflotation method is constructed, and this anchor tube gos deep into reinforced rubble stake stake substratum, and the degree of depth is a 2-3 times of pile body diameter, and anchor tube is positioned at the central authorities of reinforced rubble stake pile body.
Described anchor tube is provided with injected hole.
Described reinforcement material encloses into cylindric reinforcement material with parcel rubble filler for vertical the placement, and this reinforcement material is positioned at below the top of pile body, and its length is 2-3 times of pile body diameter.
Described reinforcement material is the reinforcement material of level to every separated 0.2-0.3m spacing placement, and this reinforcement material is provided with downwards from the pile body top at interval, and is identical with the pile body diameter, and it is 2-3 times of pile body diameter that reinforcement material bottom leaves apart from the stake apex distance.
Described reinforcement material comprises GSZ or geotextile.
Described slip casting adopts high-pressure injection pump to apply grouting pressure, and the injected hole that cement grout is passed through on the anchor tube injects the rubble gap in the pile body.
Said cement grout be water with cement weight than the mixed serum that reaches 0.3-0.5.
Compared with prior art, it is fixed that the present invention has the foundation drainage of quickening, further improved the resistance to compression bearing capacity of pile body, and made pile body have anti-pulling capacity.
Description of drawings
Fig. 1 is the structural representation of embodiment 1 medium stone stake;
Fig. 2 is the structural representation of embodiment 2 medium stone stakes.
1 is that vertical reinforcement material, 2 is that transversal reinforcement material, 3 is that rubble filler, 4 is that anchor tube, 5 is the cement paste enlarged footing among the figure.
The specific embodiment
Below in conjunction with accompanying drawing and specific embodiment the present invention is elaborated.
The preparation method of a kind of grouting behind shaft or drift lining reinforced rubble stake, this method may further comprise the steps:
When construction machinery in place qualified after, adopt vibrating impacter that pore-forming is carried out in position, good hole, utilize the deadweight of vibrating impacter slowly to descend during pore-forming; Reaching the design hole depth can stop, and behind the pore-forming, in the hole, puts into the vertical reinforcement material of making 1; Vertical reinforcement material 1 is a GSZ, and length is 3 times of pile body diameters, squeezes into anchor tube 4 then; This anchor tube 4 gos deep into reinforced rubble stake stake substratum, and the degree of depth is 2 times of pile body diameters, and anchor tube 4 is positioned at the central authorities of reinforced rubble stake pile body; Injected hole opening diameter on the anchor tube 4 is 8mm, and screw type is arranged, single face pitch of holes 300mm; The eyelet side is done hangnail, not only can protect the pulp eyelet but also can strengthen combining of anchor tube and injecting cement paste, pours into the rubble filler 3 close pile that shakes then.Behind the pile, keep the drainage performance of pile body earlier, to accelerate the discharging consolidation of composite foundation; After treating that the ground consolidation degree reaches designing requirement, in anchor tube 4, insert slip casting flexible pipe to anchor tube bottom, anchor tube 4 is injected in the pressurization of the cement paste in the mixer with the high pressure grouting pump; The hole that cement paste is passed through on the anchor tube injects in pile body rubble filler 3 and the foundation soil hole; Cement grout be water with cement weight than the mixed serum that reaches 0.3, the cement paste enlarged footing 5 that formed by cement grout, marginal not slurry limit lifting Grouting Pipe appear in the bottom of pile body; Slip casting to anchor tube 4 and ground incision; Extract Grouting Pipe at last, promptly accomplish the making of grouting behind shaft or drift lining reinforced rubble stake, the broken stone pile structure that obtains is as shown in Figure 1.
The preparation method of a kind of grouting behind shaft or drift lining reinforced rubble stake, this method may further comprise the steps:
When construction machinery in place qualified after, adopt vibrating impacter that pore-forming is carried out in position, good hole, utilize the deadweight of vibrating impacter slowly to descend during pore-forming, reaching the design hole depth can stop; Squeeze into anchor tube 4 behind the pore-forming, this anchor tube 4 gos deep into reinforced rubble stake stake substratum, and the degree of depth is 3 times of pile body diameters; Anchor tube 4 is positioned at the central authorities of reinforced rubble stake pile body, and the injected hole opening diameter on the anchor tube 4 is 8mm, and screw type is arranged; Single face pitch of holes 300mm, the eyelet side is done hangnail, not only can protect the pulp eyelet but also can strengthen combining of anchor tube and injecting cement paste; Pour into rubble filler 3 then and shake closely, in the hole, place the transversal reinforcement material 2 identical, pour into the thick rubble filler 3 of 0.3m again and shake close with the pile body diameter to 3 times of pile body diametrical position apart from stake top; In the hole, place reinforcement material 2 again, so until the stake top, transversal reinforcement material 2 is a geotextile.Behind the pile, keep the drainage performance of pile body earlier, to accelerate the discharging consolidation of composite foundation; After treating that the ground consolidation degree reaches designing requirement, in anchor tube 4, insert slip casting flexible pipe to anchor tube bottom, anchor tube 4 is injected in the pressurization of the cement paste in the mixer with the high pressure grouting pump; The hole that cement paste is passed through on the anchor tube injects in pile body rubble filler 3 and the foundation soil hole; Cement grout be water with cement weight than the mixed serum that reaches 0.3, the cement paste enlarged footing 5 that formed by cement grout, marginal not slurry limit lifting Grouting Pipe appear in the bottom of pile body; Slip casting to anchor tube 4 and ground incision.Extract Grouting Pipe at last, promptly accomplish the making of grouting behind shaft or drift lining reinforced rubble stake, the broken stone pile structure that obtains is as shown in Figure 2.
Claims (8)
1. the preparation method of grouting behind shaft or drift lining reinforced rubble stake is characterized in that, this method may further comprise the steps: fixing reinforcement material in pile body, and in pile body, set up anchor tube then and fill rubble, slip casting gets final product in the reinforced rubble stake at last.
2. the preparation method of a kind of grouting behind shaft or drift lining reinforced rubble according to claim 1 stake; It is characterized in that; Described anchor tube is squeezed into before the vibro-replacement stone filler when vibroflotation method is constructed; This anchor tube gos deep into reinforced rubble stake stake substratum, and the degree of depth is a 2-3 times of pile body diameter, and anchor tube is positioned at the central authorities of reinforced rubble stake pile body.
3. the preparation method of a kind of grouting behind shaft or drift lining reinforced rubble according to claim 1 stake is characterized in that described anchor tube is provided with injected hole.
4. the preparation method of a kind of grouting behind shaft or drift lining reinforced rubble according to claim 1 stake; It is characterized in that; Described reinforcement material encloses into cylindric reinforcement material with parcel rubble filler for vertical the placement, and this reinforcement material is positioned at below the pile body top, and its length is 2-3 times of pile body diameter.
5. the preparation method of a kind of grouting behind shaft or drift lining reinforced rubble according to claim 1 stake; It is characterized in that; Described reinforcement material is that level is to every reinforcement material of placing at a distance from the 0.2-0.3m spacing; This reinforcement material is provided with downwards from the pile body top at interval, and is identical with the pile body diameter, and it is 2-3 times of pile body diameter that reinforcement material bottom leaves apart from the stake apex distance.
6. according to the preparation method of claim 4 or 5 described a kind of grouting behind shaft or drift lining reinforced rubble stakes, it is characterized in that described reinforcement material comprises GSZ or geotextile.
7. the preparation method of a kind of grouting behind shaft or drift lining reinforced rubble according to claim 1 stake is characterized in that, described slip casting adopts high-pressure injection pump to apply grouting pressure, and the injected hole that cement grout is passed through on the anchor tube injects the rubble gap in the pile body.
8. the preparation method of a kind of grouting behind shaft or drift lining reinforced rubble according to claim 7 stake is characterized in that, said cement grout be water with cement weight than the mixed serum that reaches 0.3-0.5.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011100272089A CN102605774A (en) | 2011-01-25 | 2011-01-25 | Method for manufacturing post grouting reinforced gravel pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011100272089A CN102605774A (en) | 2011-01-25 | 2011-01-25 | Method for manufacturing post grouting reinforced gravel pile |
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| Publication Number | Publication Date |
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| CN102605774A true CN102605774A (en) | 2012-07-25 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2011100272089A Pending CN102605774A (en) | 2011-01-25 | 2011-01-25 | Method for manufacturing post grouting reinforced gravel pile |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103993598A (en) * | 2014-05-19 | 2014-08-20 | 杭州江润科技有限公司 | Crashed stone grouting pile with lead holes implanted in cloth bag and construction method |
| CN106522257A (en) * | 2016-11-04 | 2017-03-22 | 成都启立辰智科技有限公司 | Gravel-filled support foundation pile |
Citations (4)
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|---|---|---|---|---|
| JP2001032277A (en) * | 1999-07-21 | 2001-02-06 | Nishitetsu Kenki Kk | Obstacle pile extracting method and device thereof |
| JP3288179B2 (en) * | 1994-06-16 | 2002-06-04 | 株式会社名庄技建 | Excavator for pulling out existing foundation pile |
| CN200946265Y (en) * | 2006-06-26 | 2007-09-12 | 河海大学 | Vertical tube type grating reinforced stone column |
| CN101736738A (en) * | 2009-12-14 | 2010-06-16 | 王军 | Pressure resistance and pull-out resistance grouted gravel pile |
-
2011
- 2011-01-25 CN CN2011100272089A patent/CN102605774A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3288179B2 (en) * | 1994-06-16 | 2002-06-04 | 株式会社名庄技建 | Excavator for pulling out existing foundation pile |
| JP2001032277A (en) * | 1999-07-21 | 2001-02-06 | Nishitetsu Kenki Kk | Obstacle pile extracting method and device thereof |
| CN200946265Y (en) * | 2006-06-26 | 2007-09-12 | 河海大学 | Vertical tube type grating reinforced stone column |
| CN101736738A (en) * | 2009-12-14 | 2010-06-16 | 王军 | Pressure resistance and pull-out resistance grouted gravel pile |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103993598A (en) * | 2014-05-19 | 2014-08-20 | 杭州江润科技有限公司 | Crashed stone grouting pile with lead holes implanted in cloth bag and construction method |
| CN103993598B (en) * | 2014-05-19 | 2015-10-07 | 杭州江润科技有限公司 | One is drawn hole and is implanted cloth bag crushed stone grouting pile and construction method |
| CN106522257A (en) * | 2016-11-04 | 2017-03-22 | 成都启立辰智科技有限公司 | Gravel-filled support foundation pile |
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Application publication date: 20120725 |