CN106498923A - Consolidation sand filling bag composite pile system and its construction method from after draining - Google Patents
Consolidation sand filling bag composite pile system and its construction method from after draining Download PDFInfo
- Publication number
- CN106498923A CN106498923A CN201611160063.9A CN201611160063A CN106498923A CN 106498923 A CN106498923 A CN 106498923A CN 201611160063 A CN201611160063 A CN 201611160063A CN 106498923 A CN106498923 A CN 106498923A
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- Prior art keywords
- consolidation
- bag
- sand
- sand filling
- layer
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- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
Abstract
The invention discloses one kind consolidates sand filling bag composite pile system and its construction method from after draining, sand filling bag composite pile system is consolidated from after draining, be it is characterized in that：Including the sand wick for forming vertical drainage passage, plastic draining board being arranged in soft soil foundation or consolidating granular pile afterwards, consolidate sand filling bag layer after arranging above sand wick, plastic draining board or rear consolidation granular pile.Discharging consolidation of the present invention is quick, intensity is big after consolidation, high capacity, stability in the large are good, can be applicable to the process of various water content soft soil foundations.
Description
Technical field
The present invention relates to one kind consolidates sand filling bag composite pile system and its construction method from after draining.
Background technology
Soft soil foundation is distributed widely in China coast, inland river two sides and lakeland, and its low bearing capacity, settling amount are big, heavy
Drop is uneven, discharging consolidation is slow, the stabilization time is long, and dealing with improperly to affect superstructure to use.Existing processing method
There are draining concretion method, filled sandbags method, Net Pile Composite Ground, composite pile foundation etc..But the requirement for bearing capacity of each engineering is different, soft
The water content of soil base is also different.Existing draining concretion method is slower, and the aspect such as filling sand pocket self-strength, bearing capacity exists scarce
Fall into, Net Pile Composite Ground high cost, pile foundation of constructing is difficult in mud and mud, it is therefore desirable to an excellent performance, range of application
Wide Soft Ground method.
Content of the invention
It is an object of the invention to provide a kind of discharging consolidation is quick, intensity is big after consolidation, high capacity, stability in the large
Good consolidation sand filling bag composite pile system and its construction method from after draining, can be applicable to the place of various water content soft soil foundations
Reason.
The present invention technical solution be：
One kind consolidates sand filling bag composite pile system from after draining, it is characterized in that：Formed vertically including being arranged in soft soil foundation
The sand wick of drainage channel, plastic draining board or afterwards consolidate granular pile, sand wick, plastic draining board or afterwards consolidate a prose style free from parallelism
Stake top consolidates sand filling bag layer after arranging.Accelerate the draining of soft soil foundation solid by the gravity load of top sand filling bag layer
Knot.
Soft soil foundation surface is provided with geotechnological layer of cloth or grid layer.
Squeeze into after concrete core stake is formed in rear consolidation prose style free from parallelism pile center and consolidated composite pile；The concrete core stake is steel
Rib concrete pile or plain concrete pile.
After described, consolidation prose style free from parallelism pile material is by active particles（Slag and/or slag）Constitute with rubble or sandstone, activity is micro-
Grain content accounts for more than the 50% of discrete material.
Granular pile early stage is drainage channel；In material, active particles form gelling material after hydration reaction after a while
Material, after the completion of later stage consolidation, intensity is higher.
Consolidation sand filling bag layer is by rear consolidation sand filling bag layer slicing and filling laying afterwards, every layer of THICKNESS CONTROL 0.5m～
Between 0.7m.Bag stacking is neat, and levels are staggered, and abuts, compacted, uniform between bag, does not interspace or straight joint.
Consolidation sand filling bag is made up of geotextile bag and the casting resin of rear consolidation afterwards；Consolidation casting resin is active for mixing afterwards
Microgranule（Slag and/or slag）Sandy soil, in sandy soil particle diameter more than 0.075m sand material content be more than 75%, active particles
（Slag and/or slag）Content is 5% ~ 10%.
Geotextile bag adds nylon sewer to form by high intensity, the establishment geotextiles that seepage of water is good, guarantor's mud is good.
A kind of construction method for consolidating sand filling bag composite pile system from after draining, is characterized in that：Comprise the following steps：
（1）Construction is from drainage system：Sand wick, plastic draining board or rear consolidation granular pile are arranged in soft soil foundation and are formed
Vertical drainage passage；
If design requirement improves foundation bearing capacity, vertical drainage passage selects rear consolidation granular pile, will be by active particles（Steel
Slag and/or slag）The discrete material constituted with rubble or sandstone is squeezed into after being formed in soft soil foundation and consolidates granular pile；
If design requirement foundation bearing capacity is high, consolidation after concrete core stake is formed is squeezed in rear consolidation prose style free from parallelism pile center compound
Stake；
（2）Construction consolidates sand filling bag layer behind top：With waterpower, manually or mechanically rear consolidation casting resin filling is buried by filling method
Sand filling bag is consolidated after work fabric bag formation, per layer of bag THICKNESS CONTROL is between 0.5m～0.7m；Bag stacking is neat, levels
It is staggered, abuts between bag, compacted, uniform, does not interspace or straight joint.
When ground is mud of the water content higher than 80% or mud, in step（1）Before construction, in ground, first add mud
Slurry flocculant, then 1 ~ 2 layer of geotextiles are laid on surface, water is filtered and is taken away to geotextiles upper strata, until ground water content is down to wanting
Construction vertical drainage passage after asking.
When load-carrying capacity of soft soil foundation is relatively low, 1 ~ 2 layer of geotextiles or grid are laid in foundation surface, to improve ground stress
Can, reduce depression and settlement difference.
As soil solidifying speed is slower, the method such as can trample using woven bag is patted or manually, accelerate permeable speed.
System of the present invention can select different construction methods according to the difference of soft soil foundation water content.Solid from after draining
In knot sand filling bag composite pile system, upper strata sand pocket abuts, compacted, uniform, forms entirety, good stability with all composite piles；
Upper load is transferred in stake and inter-pile soil by sand pocket plane, gives full play to the common bearing capacity of stake and inter-pile soil；Load point
Cloth is uniform, and relative settlement is little；Sand pocket has protective action to stake.
The invention will be further described with reference to the accompanying drawings and examples.
Fig. 1 be 1 drainage channel of embodiment adopt sand wick when structural representation.
Fig. 2 be 2 drainage channel of embodiment adopt plastic draining board when structural representation.
Fig. 3 is 3 drainage channel of embodiment using structural representation during rear consolidation granular pile.
Fig. 4 is embodiment 4 using structural representation when completely consolidating sand filling bag composite pile system from after draining, draining
Passage be after consolidate composite pile periphery after consolidate granular pile.
Specific embodiment
Embodiment 1：
One kind consolidates sand filling bag system from after draining, including 1- sand wicks, 1 ~ 2 layer/GSZ of 2- geotextiles（Weak soil ground
When base bearing capacity is relatively low）, consolidate sand filling bag layer after 3-.
Implementation steps：1st, when ground is that water content is larger（It is higher than 80%）Mud or during mud, in ground, first add mud
Slurry flocculant, then 1 ~ 2 layer of geotextiles are laid on surface, water is filtered and is taken away to geotextiles upper strata.Until ground water content is down to wanting
Construction vertical drainage passage after asking.2nd, sand wick 1 is squeezed into formation drainage channel in soft soil foundation, by top sand filling bag
The gravity load of layer accelerates the discharging consolidation of soft soil foundation.3rd, sand filling bag layer 3 is consolidated behind construction top：With waterpower, artificial or
The casting resin of rear consolidation is filled into consolidation sand filling bag after geotextile bag formation by filling-up mechanically method, and per layer of bag THICKNESS CONTROL exists
Between 0.5m～0.7m；Bag stacking is neat, and levels are staggered, and abuts, compacted, uniform between bag, must not leave sky
Gap or straight joint.When load-carrying capacity of soft soil foundation is relatively low, typically 1 ~ 2 layer of 2- geotextiles are laid in foundation surface（Or GSZ）, with
Improve ground stress performance, reduce depression and settlement difference.As soil solidifying speed is slower, can adopt and pat woven bag or artificial
The method such as trample, accelerate permeable speed.
Embodiment 2：
One kind consolidates sand filling bag system from after draining, including 4- plastic draining boards, 1 ~ 2 layer/GSZ of 5- geotextiles（Weak soil
When foundation bearing capacity is relatively low）, consolidate sand filling bag layer after 6-.
Implementation steps：1st, when ground is that water content is larger（It is higher than 80%）Mud or during mud, in ground, first add mud
Slurry flocculant, then 1 ~ 2 layer of geotextiles are laid on surface, water is filtered and is taken away to geotextiles upper strata.Until ground water content is down to wanting
Construction vertical drainage passage after asking.2nd, plastic draining board 4 is squeezed into formation drainage channel in soft soil foundation, by top back-up sand
The gravity load of bag layer accelerates the discharging consolidation of soft soil foundation.3rd, sand filling bag layer 6 is consolidated behind construction top：With waterpower, manually
Or the casting resin of rear consolidation is filled into consolidation sand filling bag after geotextile bag formation by filling-up mechanically method, per layer of bag THICKNESS CONTROL exists
Between 0.5m～0.7m；Bag stacking is neat, and levels are staggered, and abuts, compacted, uniform between bag, must not leave sky
Gap or straight joint.When load-carrying capacity of soft soil foundation is relatively low, typically 1 ~ 2 layer of geotextiles are laid in foundation surface（Or GSZ）5, to change
Kind ground stress performance, reduces depression and settlement difference.As soil solidifying speed is slower, can step on using woven bag is patted or manually
The method such as step on, accelerate permeable speed.
Embodiment 3：
One kind consolidates sand filling bag system from after draining, including consolidation granular pile, 1 ~ 2 layer/GSZ of 8- geotextiles after 7-（Soft
When native foundation bearing capacity is relatively low）, consolidate sand filling bag layer after 9-.
Implementation steps：1st, when ground is that water content is larger（It is higher than 80%）Mud or during mud, in ground, first add mud
Slurry flocculant, then 1 ~ 2 layer of geotextiles are laid on surface, water is filtered and is taken away to geotextiles upper strata.Until ground water content is down to wanting
Construction vertical drainage passage after asking.2nd, rear consolidation granular pile 7 is squeezed into formation drainage channel in soft soil foundation, is filled by top
The gravity load of sand pocket layer accelerates the discharging consolidation of soft soil foundation.3rd, sand filling bag layer 9 is consolidated behind construction top：With waterpower, people
The casting resin of rear consolidation is filled into consolidation sand filling bag, per layer of bag THICKNESS CONTROL after geotextile bag formation by work or filling-up mechanically method
Between 0.5m～0.7m；Bag stacking is neat, and levels are staggered, and abuts, compacted, uniform between bag, must not leave
Space or straight joint.When load-carrying capacity of soft soil foundation is relatively low, typically 1 ~ 2 layer of geotextiles are laid in foundation surface（Or GSZ）8, with
Improve ground stress performance, reduce depression and settlement difference.As soil solidifying speed is slower, can adopt and pat woven bag or artificial
The method such as trample, accelerate permeable speed.
Embodiment 4：
One kind consolidates sand filling bag composite pile system from after draining, including consolidation granular pile, 11- concrete core stakes, 12- after 10-
1 ~ 2 layer/GSZ of geotextiles（When load-carrying capacity of soft soil foundation is relatively low）, consolidate sand filling bag layer after 13-.
Implementation steps：1st, when ground is that water content is larger（It is higher than 80%）Mud or during mud, in ground, first add mud
Slurry flocculant, then 1 ~ 2 layer of geotextiles are laid on surface, water is filtered and is taken away to geotextiles upper strata.Until ground water content is down to wanting
Construction vertical drainage passage after asking.2nd, rear consolidation granular pile 10 is squeezed into formation drainage channel in soft soil foundation, is filled by top
The gravity load of back-up sand bag layer accelerates the discharging consolidation of soft soil foundation.3rd, concrete core stake 11 is squeezed in rear consolidation prose style free from parallelism pile center
Composite pile is consolidated after formation, if ground bottom has hard stratum, core stake enter the layer, transmission upper load is to the layer.4th, construct
Consolidation sand filling bag layer 13 behind top：With waterpower, manually or mechanically the casting resin of rear consolidation is filled into geotextile bag by filling method
Sand filling bag is consolidated after formation, per layer of bag THICKNESS CONTROL is between 0.5m～0.7m；Bag stacking is neat, levels staggered row
Row, abut between bag, compacted, uniform, must not leave space or straight joint.When load-carrying capacity of soft soil foundation is relatively low, typically in ground
Lay 1 ~ 2 layer of geotextiles in surface（Or GSZ）12, to improve ground stress performance, reduce depression and settlement difference.Such as soil
Body consolidation rate is slower, the method such as can trample using woven bag is patted or manually, accelerate permeable speed.
Claims (9)
1. one kind consolidates sand filling bag composite pile system from after draining, it is characterized in that：Erect including being arranged to be formed in soft soil foundation
Sand wick, plastic draining board to drainage channel consolidate granular pile afterwards, dissipate in sand wick, plastic draining board or rear consolidation
Sand filling bag layer is consolidated after arranging above body stake.
2. the consolidation sand filling bag composite pile system from after draining according to claim 1, is characterized in that：In soft soil foundation table
Face is provided with geotechnological layer of cloth or grid layer.
3. the consolidation sand filling bag composite pile system from after draining according to claim 1 and 2, is characterized in that：In rear consolidation
Prose style free from parallelism pile center has squeezed into after concrete core stake is formed and has consolidated composite pile；The concrete core stake is that reinforced concrete pile or element are mixed
The stake of solidifying soil.
4. the consolidation sand filling bag composite pile system from after draining according to claim 1 and 2, is characterized in that：Solid after described
Knot prose style free from parallelism pile material is made up of active particles and rubble or sandstone, and active particles content accounts for more than the 50% of discrete material.
5. the consolidation sand filling bag composite pile system from after draining according to claim 1 and 2, is characterized in that：Consolidation is filled afterwards
, by rear consolidation sand filling bag layer slicing and filling laying, every layer of THICKNESS CONTROL is between 0.5m～0.7m for back-up sand bag layer；Bag stacking
Neatly, levels are staggered, and abut, compacted, uniform between bag, do not interspace or straight joint.
6. the consolidation sand filling bag composite pile system from after draining according to claim 1 and 2 is characterized in that：Consolidation filling afterwards
Sand pocket is made up of geotextile bag and the casting resin of rear consolidation；Sandy soil that casting resin be incorporation active particles, grittiness are consolidated afterwards
In soil, sand material content of the particle diameter more than 0.075m is more than 75%, and active particles content is 5% ~ 10%.
7. the construction method for consolidating sand filling bag composite pile system from after draining described in a kind of claim 1, is characterized in that：Bag
Include the following steps：
（1）Construction is from drainage system：Sand wick, plastic draining board or rear consolidation granular pile are arranged in soft soil foundation and are formed
Vertical drainage passage；
If design requirement improves foundation bearing capacity, vertical drainage passage selects rear consolidation granular pile, will by active particles and
The discrete material of rubble or sandstone composition is squeezed into after being formed in soft soil foundation and consolidates granular pile；
If design requirement foundation bearing capacity is high, consolidation after concrete core stake is formed is squeezed in rear consolidation prose style free from parallelism pile center compound
Stake；
（2）Construction consolidates sand filling bag layer behind top：With waterpower, manually or mechanically rear consolidation casting resin filling is buried by filling method
Sand filling bag is consolidated after work fabric bag formation, per layer of bag THICKNESS CONTROL is between 0.5m～0.7m；Bag stacking is neat, levels
It is staggered, abuts between bag, compacted, uniform, does not interspace or straight joint.
8. the construction method for consolidating sand filling bag composite pile system from after draining according to claim 7, is characterized in that：When
When ground is mud of the water content higher than 80% or mud, in step（1）Before construction, in ground, flocculation of sludge agent is first added, then
1 ~ 2 layer of geotextiles are laid on surface, water is filtered and is taken away to geotextiles upper strata, until construction is vertical after ground water content is down to requirement
Drainage channel.
9. the construction method for consolidating sand filling bag composite pile system from after draining according to claim 7, is characterized in that：Soft
When native foundation bearing capacity is relatively low, 1 ~ 2 layer of geotextiles or grid are laid in foundation surface, to improve ground stress performance, it is heavy to reduce
Fall into and settlement difference.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611160063.9A CN106498923A (en) | 2016-12-15 | 2016-12-15 | Consolidation sand filling bag composite pile system and its construction method from after draining |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611160063.9A CN106498923A (en) | 2016-12-15 | 2016-12-15 | Consolidation sand filling bag composite pile system and its construction method from after draining |
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| CN106498923A true CN106498923A (en) | 2017-03-15 |
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| CN201611160063.9A Pending CN106498923A (en) | 2016-12-15 | 2016-12-15 | Consolidation sand filling bag composite pile system and its construction method from after draining |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108677911A (en) * | 2018-05-11 | 2018-10-19 | 杭州永创基建工程科技股份有限公司 | A kind of processing method of modular soil body pressing formation device and soft soil foundation |
| CN110185021A (en) * | 2019-07-10 | 2019-08-30 | 中铁二局第一工程有限公司 | A kind of the compensation subgrade construction structure and method of plastic draining board and CFG soft base changeover portions |
| CN111962497A (en) * | 2020-08-14 | 2020-11-20 | 福建省欣硕景观绿化有限公司 | Foundation reinforcing structure and reinforcing structure installation method |
| CN112144561A (en) * | 2020-09-30 | 2020-12-29 | 河北昊锐基础工程有限公司 | Foundation anti-settlement structure and construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2784462Y (en) * | 2005-04-28 | 2006-05-31 | 上海航道勘察设计研究院 | Water-drainage sand quilt |
| CN201024417Y (en) * | 2007-04-13 | 2008-02-20 | 中交四航工程研究院有限公司 | Super soft soil shallow quick reinforcing system |
| TW200951272A (en) * | 2008-06-12 | 2009-12-16 | Ming-Zhao Lin | Sand bag bearing construction method used in soft ground |
| CN104612128A (en) * | 2014-12-09 | 2015-05-13 | 中交四航工程研究院有限公司 | Vacuum preloading reinforcement construction method applicable to underwater silt environment |
| CN204645027U (en) * | 2015-04-10 | 2015-09-16 | 沙焕焕 | Prose style free from parallelism grouting behind shaft or drift lining strength core composite pile |
| CN206438495U (en) * | 2016-12-15 | 2017-08-25 | 邓亚光 | Sand filling bag composite pile system is consolidated from after draining |
-
2016
- 2016-12-15 CN CN201611160063.9A patent/CN106498923A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2784462Y (en) * | 2005-04-28 | 2006-05-31 | 上海航道勘察设计研究院 | Water-drainage sand quilt |
| CN201024417Y (en) * | 2007-04-13 | 2008-02-20 | 中交四航工程研究院有限公司 | Super soft soil shallow quick reinforcing system |
| TW200951272A (en) * | 2008-06-12 | 2009-12-16 | Ming-Zhao Lin | Sand bag bearing construction method used in soft ground |
| CN104612128A (en) * | 2014-12-09 | 2015-05-13 | 中交四航工程研究院有限公司 | Vacuum preloading reinforcement construction method applicable to underwater silt environment |
| CN204645027U (en) * | 2015-04-10 | 2015-09-16 | 沙焕焕 | Prose style free from parallelism grouting behind shaft or drift lining strength core composite pile |
| CN206438495U (en) * | 2016-12-15 | 2017-08-25 | 邓亚光 | Sand filling bag composite pile system is consolidated from after draining |
Non-Patent Citations (2)
| Title |
|---|
| 方诗圣、李海涛: "《道路桥梁工程施工技术》", 31 August 2013, 武汉：武汉大学出版社 * |
| 王珊: "《地基处理新技术及其工程实例实用手册 第2卷》", 31 March 2002, 哈尔滨：黑龙江人民出版社 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108677911A (en) * | 2018-05-11 | 2018-10-19 | 杭州永创基建工程科技股份有限公司 | A kind of processing method of modular soil body pressing formation device and soft soil foundation |
| CN110185021A (en) * | 2019-07-10 | 2019-08-30 | 中铁二局第一工程有限公司 | A kind of the compensation subgrade construction structure and method of plastic draining board and CFG soft base changeover portions |
| CN111962497A (en) * | 2020-08-14 | 2020-11-20 | 福建省欣硕景观绿化有限公司 | Foundation reinforcing structure and reinforcing structure installation method |
| CN111962497B (en) * | 2020-08-14 | 2021-07-27 | 福建省欣硕景观绿化有限公司 | Foundation reinforcing structure and reinforcing structure installation method |
| CN112144561A (en) * | 2020-09-30 | 2020-12-29 | 河北昊锐基础工程有限公司 | Foundation anti-settlement structure and construction method |
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Application publication date: 20170315 |