CN203684204U - Plastic flow soft foundation reinforced structure - Google Patents
Plastic flow soft foundation reinforced structure Download PDFInfo
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- CN203684204U CN203684204U CN201320758741.7U CN201320758741U CN203684204U CN 203684204 U CN203684204 U CN 203684204U CN 201320758741 U CN201320758741 U CN 201320758741U CN 203684204 U CN203684204 U CN 203684204U
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- mattress layer
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- 239000002689 soil Substances 0.000 claims abstract description 36
- 239000004746 geotextile Substances 0.000 claims description 20
- 238000005553 drilling Methods 0.000 claims description 19
- 150000001875 compounds Chemical class 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 2
- 238000010008 shearing Methods 0.000 abstract description 3
- 239000004568 cement Substances 0.000 abstract description 2
- 239000004744 fabric Substances 0.000 abstract 2
- 239000010881 fly ash Substances 0.000 abstract 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 17
- 239000011148 porous material Substances 0.000 description 10
- 238000010586 diagram Methods 0.000 description 6
- 239000000463 material Substances 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 238000002955 isolation Methods 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000013016 damping Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000003628 erosive effect Effects 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 230000010412 perfusion Effects 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015556 catabolic process Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000006731 degradation reaction Methods 0.000 description 1
- 238000001914 filtration Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
Images
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The utility model discloses a plastic flow soft foundation reinforced structure capable of effectively resisting dynamic loads, improving the shearing strength of CFG (cement fly-ash gravel) piles and expanding the using range of the CFG piles. The reinforced structure comprises the CFG piles (10) and mattress layers, wherein the CFG piles (10) are longitudinally and transversely arranged in a plastic flow soft soil layer at intervals; the mattress layers are laid on the top surfaces of the CFG piles (10); a foundation (30) is built above the mattress layers; the exteriors of the surfaces of the CFG piles (10) are coated with geotechnical cloth inner sleeves (11); the exteriors of the surfaces of the geotechnical cloth inner sleeves (11) are coated with bonding geo-grid outer sleeves (12).
Description
Technical field
The utility model relates to civil engineering, and particularly a kind of stream is moulded shape reinforced soft soil ground structure.
Background technology
Stream is moulded shape weak soil and is distributed in a large number the coastal area of China, it has high-moisture percentage, what have even exceedes 100%, soil body void ratio is large, and compressibilty is high, and the volume of the hole in some soil bodys reaches 25 times of solid volume, high sensitivity, shear strength is very low, is generally no more than 5kPa, easily produces the characteristics such as wriggling.
When flexible pile is processed, very easily can not provide enough lateral restrictions because pile peripheral earth intensity is too low, side direction bulging occurs and cause whole composite foundation to lose efficacy.
Semi-rigid stake, reinforcing stream as drilling & grouting piling plain concrete pile (CFG stake) moulds layer and especially tilts stream while moulding layer, while bearing dynamic load (as the impact of the stake of the straight perfusion immersed tube of when construction stake on the stake of having constructed, roadbed vehicular load, seismic load etc.), there is broken pile to its shearing force in the as easy as rolling off a log soil body that suffers, in addition, and in deep soft soil, usually need stake to beat to darker soil layer, and CFG stake is because its shear strength is low, often there is broken pile, the long 10-15m that conventionally can only be designed to of stake.
Rigid pile, while processing as pile for prestressed pipe, cement mixing pile etc., pore water is difficult for dissipating, and because it is rigidly connected with building, once there is earthquake, the vibrations of building will directly involve the vibrations of building body, therefore its anti-seismic performance is poor.And pile for prestressed pipe cost is high.
In sum, mould in the measure of shape reinforced soft soil ground at existing stream, flexible pile is processed stream and is moulded shape weak soil insufficient strength, and rigid pile processing is difficult for draining and cost is too high.
Utility model content
Technical problem to be solved in the utility model is to provide a kind of stream and moulds shape reinforced soft soil ground structure, can effectively resist dynamic load, improves CFG stake shear strength, and expands the scope of application of CFG stake.
The utility model solves the problems of the technologies described above adopted technical scheme: a kind of stream of the present utility model is moulded shape reinforced soft soil ground structure, comprise drilling & grouting piling plain concrete pile longitudinal, that be horizontally arranged at interval in stream is moulded shape Soft Soil Layer, and be layed in the mattress layer of drilling & grouting piling plain concrete pile end face, basic construct is on mattress layer, it is characterized in that: described drilling & grouting piling plain concrete pile surface outer wrapping geotextiles inner sleeve, geotextiles inner sleeve surface outer wrapping bonding geo-grid outer sleeve.
Described mattress layer is by the lower mattress layer of laying successively, geogrids layer and upper mattress layer is compound forms.
The utlity model has following beneficial effect, pore water can geo-grid be discharged in time outside stake, can greatly improve the shear strength of CFG stake, and the dissipation of pore water pressure while being conducive to seismic load; Under the radial constraint of geotextiles inner sleeve and geo-grid outer sleeve, pile body stiffness is greatly improved, owing to having improved CFG stake shear strength, CFG stake can design longlyer, embed and stablize in substratum, thereby improve side friction and the end bearing capacity of stake, and Reducing distortion effectively, can greatly expand the scope of application of CFG stake; Geotextiles inner sleeve can be avoided in formation of pile mud to fill into and cause necking down and pile silted, and the pile quality problem such as water inlet when pile sinking, prevents the erosion of corrosive deposit to pile body around, improves the durability of CFG stake; Geo-grid outer sleeve external surface is coarse, is conducive to the performance of side friction; The geogrids layer arranging in mattress layer can be carried out level to reinforcement to ground, reduces relative settlement; Construction is simple, saving fund, and geotextiles inner sleeve and geo-grid outer sleeve can be produced in factory's unification, and its cost is not high.
Accompanying drawing explanation
This manual comprises following five width accompanying drawings:
Fig. 1 is that a kind of stream of the utility model is moulded the sectional schematic diagram of shape reinforced soft soil ground structure;
Fig. 2 is the enlarged diagram of A part in Fig. 1;
Fig. 3 is the enlarged diagram of B part in Fig. 1;
Fig. 4 is the draining schematic diagram that a kind of stream of the utility model is moulded shape reinforced soft soil ground structure, and in soil, arrow represents drainage direction;
Fig. 5 is that a kind of stream of the utility model is moulded shape reinforced soft soil ground structure along the thin portion of pile body outer rim draining schematic diagram.
Member, toponym and corresponding mark in figure: drilling & grouting piling plain concrete pile 10, geotextiles inner sleeve 11, geo-grid outer sleeve 12, upper mattress layer 21, lower mattress layer 22, geogrids layer 23, basis 30.
The specific embodiment
Below in conjunction with drawings and Examples, the utility model is further illustrated.
With reference to Fig. 1, a kind of stream of the present utility model is moulded shape reinforced soft soil ground structure, comprise drilling & grouting piling plain concrete pile 10 longitudinal, that be horizontally arranged at interval in stream is moulded shape Soft Soil Layer, and be layed in the mattress layer of drilling & grouting piling plain concrete pile 10 end faces, basis 30 is constructed on mattress layer.With reference to Fig. 3, the surperficial outer wrapping geotextiles of described drilling & grouting piling plain concrete pile 10 inner sleeve 11, the surperficial outer wrapping bonding of geotextiles inner sleeve 11 geo-grid outer sleeve 12.
With reference to Fig. 3, described geotextiles inner sleeve 11 is along drilling & grouting piling plain concrete pile 10 total length parcels, and bottom sealing, have the effect of isolation, waterproof, anticorrosion and reinforcement, geotextiles bottom seal, is wrapped in the external surface of CFG body, be consolidated into an entirety with it, material of body of a pile and surrounding soil are kept apart, for pile body provides great radial constraint power, improve the rigidity of pile body.
With reference to Fig. 3, described geo-grid outer sleeve 12 has filtration, draining, reinforcement, corrosion resistant effect, and material surface is coarse.And selecting of material has flexibility, in the time that the destruction of CFG stake mainly occurs in pile crown, geo-grid outer sleeve 12 can be by 10 tops of drilling & grouting piling plain concrete pile to doubly stake footpath of downward-extension 3-4, buries when darker, at the bottom of 12 needs of geo-grid outer sleeve extend downward when stablizing substratum.
CFG reinforces stream and moulds layer and especially tilt stream while moulding layer, bear dynamic load (as the impact of the stake of the straight perfusion immersed tube of when construction stake on the stake of having constructed, roadbed vehicular load, seismic load etc.) time, can cause in weak soil and produce excess pore water pressure, there is broken pile to its shearing force in the pile body also as easy as rolling off a log soil body that suffers.The utility model is at drilling & grouting piling plain concrete pile 10 outer wrapping geotextiles inner sleeves 11, geo-grid outer sleeve 12, and pore water can be discharged in time along geo-grid outer sleeve 12, can greatly improve the shear strength of drilling & grouting piling plain concrete pile 10.In deep soft soil, because native bearing capacity is little, compressibilty is large, moisture content is high, usually need stake to beat to darker soil layer, and CFG stake is because its shear strength is low, often occur broken pile, the long 10-15m that conventionally can only be designed to of stake, under the radial constraint of geotextiles inner sleeve 11, geo-grid outer sleeve 12, pile body stiffness is greatly improved, stake is long to be designed longlyer, embeds and stablizes in substratum, thereby improved side friction and the end bearing capacity of stake, and Reducing distortion effectively, greatly expand the scope of application of CFG stake.In addition, geotextiles inner sleeve 11 can be avoided in formation of pile, and mud is filled into and caused necking down and pile silted, and the pile quality problem such as water inlet when pile sinking, prevents the erosion of corrosive deposit to pile body around, improves the durability of stake.Geo-grid outer sleeve 12 external surfaces are coarse, are conducive to the performance of side friction, and pore water can upwards be discharged along the space between geotextiles inner sleeve 11, geo-grid outer sleeve 12, the dissipation of pore water pressure while being conducive to seismic load.
With reference to Fig. 2, described mattress layer is by the lower mattress layer 22 of laying successively, geogrids layer 23 and upper mattress layer 21 is compound forms.Geogrids layer 23 has the effect of draining isolation, intercepts basic upper water, underground water is cut off and introduce gutter.Geogrids layer 23 can be carried out level to reinforcement to ground, reduces relative settlement.Conventionally, lower mattress layer 22, upper mattress layer 21 adopt graded sand and stone to lay, and thickness is 5-15cm.Because mattress layer material is high damping material, thereby show very strong damping energy dissipation characteristic, while there is larger vibration, course can more early enter elastoplasticity or plastic state, make the stiffness degradation of system, the cycle lengthens, and this is for being avoided resonance, or amplitude while reducing to resonate has obvious effect, thereby can cut off part geological process.Meanwhile, mattress layer also can obstruct section basic vehicle load along separate routes, weaken top convection flow and mould the impact that shape soil and pile foundation cause.
With reference to Fig. 4 and Fig. 5, when weak soil suffers disturbance, produce excess pore water pressure, pore water sees through geo-grid outer sleeve 12, stream is moulded shape soil and is stopped, pore water is upwards oozed out by the gap between geotextiles inner sleeve 11, geo-grid outer sleeve 12, until lower mattress layer 22, being incorporated into gutter around, basis by lower mattress layer 22, geogrids layer 23 again discharges, geogrids layer 23 has the effect of draining isolation, prevent that underground water from upwards permeating, simultaneously from basis 30, mattress layer 21 soak into the water resistance that comes every and introduce gutter.
With reference to Fig. 1, stream of the present utility model is moulded shape reinforced soft soil ground structure and is constructed as follows:
1. bore stake hole to projected depth;
2. transfer protective casing to stake hole, place the geotextiles inner sleeve 11, the geo-grid outer sleeve 12 that are bonded as one in sleeve pipe, casing inner diameter and geotextiles inner sleeve 11, geo-grid outer sleeve 12 assembly external diameters match with stake footpath;
3. to cover pump pressure in pipe drilling & grouting piling plain concrete pile 10 compounds;
4. remove inter-pile soil protection soil layer and drilling & grouting piling plain concrete pile 10 pile crowns to design of pile top absolute altitude;
5. the mattress layer of constructing.Making is set mattress layer 22, geogrids layer 23, upper mattress layer 21 successively, in geogrids layer 23, adjacent grid lap length is 30cm, adopt iron wire colligation to fix, grid is at edge of foundation place, and wide paving 2.5m～3m, treats to carry out inflection after mattress layer 21 makings, lower mattress layer 22, upper mattress layer 21 adopt graded sand and stone to lay, thickness is 5-15cm, and gravel size is preferably 8-20mm, and the volume ratio of rubble and sand is selected 1:2.First empty paving of lower mattress layer 22, upper mattress layer 21, after completing, employing static(al) or dynamic compaction, to design thickness, ram degree of filling out and generally must not be greater than 0.90.To more dry sandstone material, the row again of can suitably sprinkling water after empty paving rolls or tamps.
The above a kind of stream of the utility model that just explains through diagrams is moulded some principles of shape reinforced soft soil ground structure, be not the utility model to be confined to shown in and in described concrete structure and the scope of application, therefore the corresponding modify being likely utilized every and equivalent, all belong to the scope of the claims that the utility model is applied for.
Claims (3)
1. a stream is moulded shape reinforced soft soil ground structure, comprise drilling & grouting piling plain concrete pile (10) longitudinal, that be horizontally arranged at interval in stream is moulded shape Soft Soil Layer, and be layed in the mattress layer of drilling & grouting piling plain concrete pile (10) end face, basis (30) is constructed on mattress layer, it is characterized in that: described drilling & grouting piling plain concrete pile (10) surperficial outer wrapping geotextiles inner sleeve (11), the surperficial outer wrapping bonding geo-grid outer sleeve of geotextiles inner sleeve (11) (12).
2. a kind of stream as claimed in claim 1 is moulded shape reinforced soft soil ground structure, it is characterized in that: described mattress layer is by the lower mattress layer (22) of laying successively, geogrids layer (23) and the compound formation of upper mattress layer (21).
3. a kind of stream as claimed in claim 2 is moulded shape reinforced soft soil ground structure, it is characterized in that: described geotextiles inner sleeve (11) wraps up along drilling & grouting piling plain concrete pile (10) total length, and bottom sealing, described geo-grid outer sleeve (12) by drilling & grouting piling plain concrete pile (10) stake top to downward-extension 3-4 doubly stake footpath or extend downward at the bottom of.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320758741.7U CN203684204U (en) | 2013-11-26 | 2013-11-26 | Plastic flow soft foundation reinforced structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320758741.7U CN203684204U (en) | 2013-11-26 | 2013-11-26 | Plastic flow soft foundation reinforced structure |
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| Publication Number | Publication Date |
|---|---|
| CN203684204U true CN203684204U (en) | 2014-07-02 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320758741.7U Expired - Lifetime CN203684204U (en) | 2013-11-26 | 2013-11-26 | Plastic flow soft foundation reinforced structure |
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| Country | Link |
|---|---|
| CN (1) | CN203684204U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103590390A (en) * | 2013-11-26 | 2014-02-19 | 郑州中核岩土工程有限公司 | Plastic flow soft foundation reinforced structure and reinforcing method thereof |
| CN104612127A (en) * | 2015-01-30 | 2015-05-13 | 唐山工业职业技术学院 | Three-dimensional deep soft soil composite foundation and construction method |
| CN105220680A (en) * | 2015-10-12 | 2016-01-06 | 东华理工大学 | A kind of draining deal pile reinforces Soft Clay Foundation and construction method thereof |
| CN107130579A (en) * | 2017-05-17 | 2017-09-05 | 重庆教育建设（集团）有限公司 | Without muscle spread foundation constructing device and the dual composite foundation construction method of hard and soft |
| CN110593243A (en) * | 2019-09-06 | 2019-12-20 | 河海大学 | Reinforced composite geotechnical cushion layer of anti-capillary barrier and manufacturing method thereof |
-
2013
- 2013-11-26 CN CN201320758741.7U patent/CN203684204U/en not_active Expired - Lifetime
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103590390A (en) * | 2013-11-26 | 2014-02-19 | 郑州中核岩土工程有限公司 | Plastic flow soft foundation reinforced structure and reinforcing method thereof |
| CN103590390B (en) * | 2013-11-26 | 2016-06-01 | 郑州中核岩土工程有限公司 | A kind of stream is moulded shape reinforced soft soil ground structure and adds solid method |
| CN104612127A (en) * | 2015-01-30 | 2015-05-13 | 唐山工业职业技术学院 | Three-dimensional deep soft soil composite foundation and construction method |
| CN105220680A (en) * | 2015-10-12 | 2016-01-06 | 东华理工大学 | A kind of draining deal pile reinforces Soft Clay Foundation and construction method thereof |
| CN105220680B (en) * | 2015-10-12 | 2017-03-01 | 东华理工大学 | A kind of draining deal pile reinforces the construction method of Soft Clay Foundation |
| CN107130579A (en) * | 2017-05-17 | 2017-09-05 | 重庆教育建设（集团）有限公司 | Without muscle spread foundation constructing device and the dual composite foundation construction method of hard and soft |
| CN110593243A (en) * | 2019-09-06 | 2019-12-20 | 河海大学 | Reinforced composite geotechnical cushion layer of anti-capillary barrier and manufacturing method thereof |
| CN110593243B (en) * | 2019-09-06 | 2020-11-24 | 河海大学 | Reinforced composite geotechnical cushion layer of anti-capillary barrier and manufacturing method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CP03 | Change of name, title or address | ||
| CP03 | Change of name, title or address |
Address after: No. 74, Nongye Road, Jinshui District, Zhengzhou, Henan 450002 Patentee after: China Nuclear Power Survey, design and Research Co.,Ltd. Patentee after: Southwest Jiao Tong University Address before: 450002 No. 74, agricultural road, Henan, Zhengzhou Patentee before: ZHENGZHOU CNEC GEOTECHNICAL ENGINEERING CO.,LTD. Patentee before: Southwest Jiao Tong University |
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| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20140702 |