CN101936000A - Anti-seismic treatment method of liquefied sand foundation - Google Patents
Anti-seismic treatment method of liquefied sand foundation Download PDFInfo
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- CN101936000A CN101936000A CN2010102651225A CN201010265122A CN101936000A CN 101936000 A CN101936000 A CN 101936000A CN 2010102651225 A CN2010102651225 A CN 2010102651225A CN 201010265122 A CN201010265122 A CN 201010265122A CN 101936000 A CN101936000 A CN 101936000A
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Abstract
The invention discloses an anti-seismic treatment method of a liquefied sand foundation, comprising the following steps of: S1. carrying out treatment by adopting a vibroflotation compaction sand pile, and compacting and filling a liquefied sand layer by utilizing the vibroflotation and compaction action of the sand pile to make the performance index of the liquefied sand layer reach the non-liquefied degree; S2. making a drilling standard penetration test after the sand pile construction is ended, wherein the sand layer is required to reach higher than the medium compactness, i.e. the modified standard penetration blow number is greater than 15; S3. rejudging the liquefaction condition of sand, and determining that the sand can not be liquefied; and S4. filling in and paving high-strength woven geotextiles. The anti-seismic treatment method of the liquefied sand foundation can carry out very good anti-seismic treatment on the liquefied sand foundation, is more economic and environment-friendly and simple and convenient to operate.
Description
Technical field
The present invention relates to a kind of Measures for Making Ground and Foundation method, especially a kind of anti-seismic treatment method of liquefaction sand foundation.
Background technology
At present, for commonly used the having of the anti-seismic treatment method of liquefaction sand foundation: dynamic compaction, vibro-replacement stone column method and sand compaction pile method, existing problem of this several method and defective are as follows:
Dynamic compaction claims the dynamic reinforcement method again, and often the impact energy with 500-800kNm applies impact load to foundation soil, produces bigger shock wave and dynamic stress in ground, and the intensity of soil is improved, and compressibilty reduces, and the thixotropy condition is improved.But it is limited that it influences the degree of depth, can only reach about 10m, and its vibration is big, and surrounding buildings thing and resident are had bigger destruction and interference effect.
Vibro-replacement stone column method is with construction technology pore-formings such as waterpower vibrating impacter or weight impact extrusion, fills out with rubble, makes it replacing section liquefiable sand, improves bearing capacity of foundation soil, improves the thixotropy condition.Discharge a large amount of mud and make environment be subjected to severe contamination owing to it, the cost of this technical scheme is higher in addition.
Sand compaction pile is to utilize pre-immersed tube pore-forming, fills out then with medium coarse sand, makes it compacted liquefiable sand, improves bearing capacity of foundation soil, improves the thixotropy condition.The method of sand compaction pile has to be used flexibly, facility are simple, economical, characteristics such as hypsography compliance is strong and being commonly used, but capacity produces excess pore water pressure in the process of soil compaction pile, when particularly carrying out operation on the stratum of liquefiable sand and weak soil symbiosis, its phenomenon that produces excess pore water pressure is quite obvious, when the excess pore water pressure that is produced in the soil compaction formation of pile surpasses saturated soil body ability to bear, the soil body will produce disturbance, protuberance, a series of problems such as sidesway, thereby cause the pile body breaking of little CFG stake of side direction shear strength etc., necking down, folder mud, find time, hang mass defects such as pin, so that be difficult to ensure the continuity and the integrality of vertical drainage passage, the consolidation effect that this will have a strong impact on soil layer causes shock resistance low.
Summary of the invention
In order to overcome above defective, the technical problem to be solved in the present invention is: provide a kind of and can make good antidetonation to liquefaction sand foundation and handle, and more economical, the anti-seismic treatment method of the liquified sand foundation of environmental protection more.
The technical solution adopted in the present invention is: the anti-seismic treatment method of liquefaction sand foundation may further comprise the steps:
S1: adopt the close sand pile of impact extrusion that shakes to handle, utilize the vibration of sand pile and compacted effect that the liquefied sand layer is encrypted, filled, make its performance indications reach the degree that does not liquefy;
S2: after sandy pile construction is intact, carry out the drilling penetration test, require the sand layer reach medium closely knit more than, promptly revised standard blow number should hit greater than 15;
S3: differentiate the sand liquefaction situation again, confirm that sand can not liquefy;
S4: back-up sand, laying high-strength braided geotextile.
In a preferred embodiment of the present invention, in step S1,, in embankment, lay one deck high-strength braided geotextile for strengthening the resistance to overturning of embankment.
In a preferred embodiment of the present invention, in step S1, the close sand pile boring machine of the impact extrusion of shaking adopts the vibrator sunk pile machine, and is soaked for preventing machinery, and the inboard back-up sand of roadbed is carried out the sand compaction pile pore-forming during to the 1.3m absolute altitude.
In a preferred embodiment of the present invention, fill out medium coarse sand again after in the hole, filling water, the medium coarse sand mud content must not surpass 5%, vibration pipe-drawing, every tube drawing height 1m stops pulling out the 20s that shakes that continues, from left to right the injection sand compaction pile requires stake end absolute altitude should penetrate mud burning into sand layer and liquefaction layer of sand.
In a preferred embodiment of the present invention, described method is applicable to that ground does not have the weak soil layer in the roadbed paragraph of living in, and earthquake liquefaction sand layer thickness is more than or equal to 2.0m.
The invention has the beneficial effects as follows: the anti-seismic treatment method of disclosed liquefaction sand foundation, can make good antidetonation to liquefaction sand foundation and handle, and more economical, more environmental protection, easy and simple to handle.
The specific embodiment
The present invention is further detailed explanation in conjunction with the preferred embodiments now.
The present invention has disclosed a kind of anti-seismic treatment method of liquefaction sand foundation, may further comprise the steps:
S1: adopt the close sand pile of impact extrusion that shakes to handle, utilize the vibration of sand pile and compacted effect that the liquefied sand layer is encrypted, filled, make its performance indications reach the degree that does not liquefy;
S2: after sandy pile construction is intact, carry out the drilling penetration test, require the sand layer reach medium closely knit more than, promptly revised standard blow number should hit greater than 15;
S3: differentiate the sand liquefaction situation again, confirm that sand can not liquefy;
S4: back-up sand, laying high-strength braided geotextile.
Further, in step S1, for strengthening the resistance to overturning of embankment, in embankment, lay one deck high-strength braided geotextile, and the close sand pile boring machine employing of the impact extrusion of shaking vibrator sunk pile machine, soaked for preventing machinery, the inboard back-up sand of roadbed is carried out the sand compaction pile pore-forming during to the 1.3m absolute altitude.
Further, fill out medium coarse sand again fill water in the hole after, the medium coarse sand mud content must not surpass 5%, vibration pipe-drawing, and every tube drawing height 1m stops pulling out the 20s that shakes that continues, and from left to right the injection sand compaction pile requires a stake end absolute altitude should penetrate mud burning into sand layer and liquefaction layer of sand.
The anti-seismic treatment method of disclosed liquefaction sand foundation is applicable to that ground does not have the weak soil layer in the roadbed paragraph of living in, and earthquake liquefaction sand layer thickness is more than or equal to 2.0m.
The anti-seismic treatment method of disclosed liquefaction sand foundation can be made good antidetonation to liquefaction sand foundation and handle, and more economical, more environmental protection, and is easy and simple to handle.
With above-mentioned foundation desirable embodiment of the present invention is enlightenment, and by above-mentioned description, the related work personnel can carry out various change and modification fully in the scope that does not depart from this invention technological thought.The technical scope of this invention is not limited to the content on the manual, must determine its technical scope according to the claim scope.
Claims (5)
1. the anti-seismic treatment method of liquefaction sand foundation is characterized in that, may further comprise the steps:
S1: adopt the close sand pile of impact extrusion that shakes to handle, utilize the vibration of sand pile and compacted effect that the liquefied sand layer is encrypted, filled, make its performance indications reach the degree that does not liquefy;
S2: after sandy pile construction is intact, carry out the drilling penetration test, require the sand layer reach medium closely knit more than, promptly revised standard blow number should hit greater than 15;
S3: differentiate the sand liquefaction situation again, confirm that sand can not liquefy;
S4: back-up sand, laying high-strength braided geotextile.
2. the anti-seismic treatment method of liquefaction sand foundation according to claim 1 is characterized in that: in step S1, for strengthening the resistance to overturning of embankment, lay one deck high-strength braided geotextile in embankment.
3. the anti-seismic treatment method of liquefaction sand foundation according to claim 1, it is characterized in that: in step S1, the close sand pile boring machine of the impact extrusion of shaking adopts the vibrator sunk pile machine, and is soaked for preventing machinery, the inboard back-up sand of roadbed is carried out the sand compaction pile pore-forming during to the 1.3m absolute altitude.
4. the anti-seismic treatment method of liquefaction sand foundation according to claim 3, it is characterized in that: fill out medium coarse sand again after in described hole, filling water, the medium coarse sand mud content must not surpass 5%, vibration pipe-drawing, every tube drawing height 1m, stop pulling out the 20s that shakes that continues, from left to right the injection sand compaction pile requires stake end absolute altitude should penetrate mud burning into sand layer and liquefaction layer of sand.
5. the anti-seismic treatment method of liquefaction sand foundation according to claim 1 is characterized in that: described method is applicable to that ground does not have the weak soil layer in the roadbed paragraph of living in, and earthquake liquefaction sand layer thickness is more than or equal to 2.0m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010102651225A CN101936000A (en) | 2010-08-27 | 2010-08-27 | Anti-seismic treatment method of liquefied sand foundation |
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| Application Number | Priority Date | Filing Date | Title |
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| CN2010102651225A CN101936000A (en) | 2010-08-27 | 2010-08-27 | Anti-seismic treatment method of liquefied sand foundation |
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| CN101936000A true CN101936000A (en) | 2011-01-05 |
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| CN2010102651225A Pending CN101936000A (en) | 2010-08-27 | 2010-08-27 | Anti-seismic treatment method of liquefied sand foundation |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102864766A (en) * | 2012-08-22 | 2013-01-09 | 江苏省电力设计院 | Liquefaction judgment method based on standard penetration and static cone penetration test correlation |
| CN103758113A (en) * | 2014-01-03 | 2014-04-30 | 中化二建集团有限公司 | Liquefaction resistance foundation stabilization method by grate hooping |
| CN105714760A (en) * | 2016-01-29 | 2016-06-29 | 上海长凯岩土工程有限公司 | Filler-free vibro-compaction foundation treatment method |
-
2010
- 2010-08-27 CN CN2010102651225A patent/CN101936000A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102864766A (en) * | 2012-08-22 | 2013-01-09 | 江苏省电力设计院 | Liquefaction judgment method based on standard penetration and static cone penetration test correlation |
| CN102864766B (en) * | 2012-08-22 | 2014-12-31 | 江苏省电力设计院 | Liquefaction judgment method based on standard penetration and static cone penetration test correlation |
| CN103758113A (en) * | 2014-01-03 | 2014-04-30 | 中化二建集团有限公司 | Liquefaction resistance foundation stabilization method by grate hooping |
| CN103758113B (en) * | 2014-01-03 | 2015-11-25 | 中化二建集团有限公司 | A kind of grid encloses the anti-liquefied foundation reinforcement means of hoop |
| CN105714760A (en) * | 2016-01-29 | 2016-06-29 | 上海长凯岩土工程有限公司 | Filler-free vibro-compaction foundation treatment method |
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Application publication date: 20110105 |