CN1884709A - Quick soft groundsill consolidation method of filling water for prepressing, kinetic differential pressure for discharging water - Google Patents
Quick soft groundsill consolidation method of filling water for prepressing, kinetic differential pressure for discharging water Download PDFInfo
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- CN1884709A CN1884709A CN 200610085544 CN200610085544A CN1884709A CN 1884709 A CN1884709 A CN 1884709A CN 200610085544 CN200610085544 CN 200610085544 CN 200610085544 A CN200610085544 A CN 200610085544A CN 1884709 A CN1884709 A CN 1884709A
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- soft foundation
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Abstract
The invention relates to a method for solidifying the soft foundation, which comprises: 1, inserting several plastic discharge plates into soft foundation, and horizontally arranging several porous plastic tubes on the surface of soft foundation, while the middle of tube is connected to the upper end of plastic discharge plate and its end is connected to the vacuum system; 2, covering vacuum film on the soft foundation, and building small tanks around the film, then filling water into tanks to increase pressure, vacuuming the porous plastic tubes under film for 45-60 days, then discharging water and removing vacuum film; 3, first inserting deep and shadow vacuum tubes into the surface of soft foundation, which are meshed distributed, and vacuuming the vacuum tubes for 5-7days, then removing the vacuum days, concreting it, repeating the processes for 1-4 times. The invention can avoid filling sand, with low cost, deep processing depth, and short working period.
Description
Technical field:
The present invention relates to a kind of soft foundation consolidation method, be specifically related to a kind of " filling out water for prepressing, the draining of power pressure reduction " soft foundation consolidation method fast.Belong to the subgrade processing technology field.
Background technology:
At present domestic and international soft foundation consolidation method has conventional pile foundation method, preloading or vacuum method and dynamic compaction etc.They all have shortcomings such as cost height, long in time limit, difficult quality control.Newer consolidation method has quick ' high-vacuum densification ' method (CN 01127046.2), but this method is handled the degree of depth less than 10 meters.Other has " Low Position High Vacuum Preloading Layered Hit Micronesia " method (CN200410014257.9) fast, but this method need be divided upper and lower two layers of back-up sand.Lower floor's back-up sand needs at the more expensive coarse sand of subgrade surface hydraulic reclamation great amount of cost as the horizontal gas-permeable channels of vacuum preloading; The upper strata is as the back-up sand of load, and cost is huge greatly because of engineering quantity, and the no sand resource in many areas, and this method adopts layering back-up sand constructional difficulties.
Summary of the invention:
The objective of the invention is to overcome above-mentioned deficiency, provide a kind of and need not back-up sand, cost is low, and handle that the degree of depth is dark, easy construction, short quick " filling out water for prepressing, the draining of power pressure reduction " soft foundation consolidation method of duration.
The object of the present invention is achieved like this: a kind of " filling out water for prepressing, the draining of power pressure reduction " soft foundation consolidation method fast is characterized in that this method comprises following processing step:
Step 1, elder generation be perpendicular downwards slotting some plastic draining boards on the soft foundation surface, plastic draining board penetrates the deep layer mud, plastic draining board is grid-like layout, again at the horizontal some porous plastics flexible pipes of soft foundation surface level, be connected with plastic draining board upper end coiling in the middle of this porous plastics flexible pipe, the termination is connected with pumped vacuum systems;
Step 2, at the described soft foundation surface coverage of step 1 vacuum rete, build little embankment around on the vacuum diaphragm, filling out water on the dike inner membrance increases pressure, and porous plastics flexible pipe under the film was vacuumized 45 ~ 60 days, discharges water, throws off vacuum diaphragm after vacuumizing end;
Step 3, first first pass inserts dark, shallow two layers of vacuum tube on the described soft foundation of step 2 surface, deeply, shallow two layers of vacuum tube are netted interval and arrange, then dark, shallow two layers of vacuum tube first pass were vacuumized 5 ~ 7 days, pull out dark, shallow two layers of vacuum tube, first pass kinetic energy is rammed by force,------, so operation is 1 ~ 4 time, and last rams all over full.
Said method: promptly the deep layer weak soil adopts vacuum pressure in conjunction with filling out water pressure, makes the rapidly solidified sedimentation of weak soil of deep layer; Shallow layer soft soil adopts power pressure reduction repeatedly to intersect draining to reach shallow layer foundation and form a high-bearing capacity, " holding the power crust layer " of the overconsolidation of high uniformity fast.
The innovation part of this invention, the one, it is direct-connected to adopt horizontal flexible pipe of porous plastics and vertical plastic draining board to reel, the back-up sand of savable horizontal air-permeable layer in a large number; The 2nd, fill out water on the vacuum diaphragm and directly utilize lower-cost underground water on the building site, increase load on the vacuum diaphragm, can save the construction cost of preloading sand in a large number, reduce the duration; The 3rd, repeatedly artificially make " pressure reduction " draining, promptly artificial control applies an amount of kinetic energy, and the pore water pressure in the soft soil is raise fast, forms " malleation ".Dark, the shallow vacuum tube of straight cutting vacuumizes and promptly forms " negative pressure " in the weak soil, " negative pressure " that " malleation " of soil body mesopore water pressure and vacuum form, promptly " pressure reduction " forms, the effect of being somebody's turn to do " pressure reduction " makes the interstitial water of weak soil be able to discharge fast by vacuum tube, repeatedly artificially make " pressure reduction ", the water content of weak soil reduces fast.
Should artificially make the invention of " pressure reduction ", and enlarge " ground processing " standard vacuum well point draining and only be fit to transmission coefficient greater than 10
-6The qualification of cm/s weak soil.Be somebody's turn to do the invention of " pressure reduction " in addition, make the construction period reduce at double, because of active " pressure reduction " effect is discharged the weak soil pore water fast, the pore water pressure that also is weak soil dissipates fast, this method is by calculating the spacing of control vacuum tube, make space resolution time (i.e. two times strong rammers off time) design 3-8 days, what bury the last twice of feasible existing " ground processing " regulation and stipulation rammed is reduced into 3 ~ 8 days in 3 ~ 4 weeks of off time, and the duration is saved at double.
Therefore, the invention belongs to physical change, be the environmental protection construction.The present invention adopts branch dark, shallow two-layer, and promptly deep layer adopts the people for applying vacuum pressure in conjunction with filling out the water pressurization, to the rapidly solidified sedimentation of the soft base of deep layer; Shallow-layer adopts artificially repeatedly makes " pressure reduction " (pore water pressure and vacuum pressure poor), and quick draining reaches overconsolidation to shallow layer soft soil.Super at present thick soft base long, defectives such as cost is high, the difficult control of quality, not environmental protection of construction period have been overcome both at home and abroad.
The specific embodiment:
Embodiment 1:
A certain building site (450,000 m
2), 18 ~ 25 meters of mud bed thickness, water content is about 80%, transmission coefficient 10
-7Cm/s, top layer hydraulic reclamation fine sand 1.5～2.5m does not wait requirement for bearing capacity 100 ~ 150kPa.
Step 1, elder generation be perpendicular downwards slotting some plastic draining boards on the soft foundation surface, plastic draining board length 18 ~ 25m, and 1.1 meters of spacings, plastic draining board penetrates the top layer mud, and some plastic draining boards are grid-like layout; At the horizontal some porous plastics flexible pipes of soft foundation surface level, be connected with plastic draining board upper end coiling in the middle of this porous plastics flexible pipe, the termination is connected with pumped vacuum systems again;
Step 2, at two layers of vacuum rete of the described soft foundation surface coverage of step 1, build little embankment around on the film, filling out water in the dike increases pressure for 1.5 meters, and porous plastics flexible pipe under the film was vacuumized 45 ~ 60 days, discharges water, throws off vacuum diaphragm after vacuumizing end;
Step 3, first first pass inserts dark, shallow two layers of vacuum tube on the described soft foundation of step 2 surface, and dark, shallow two layers of vacuum tube are netted interval and arrange that tube pitch is managed 3.5 * 3.5m deeply
2, shallow pipe 3.5 * 7m
2, then dark, shallow two layers of vacuum tube first pass were vacuumized 5 ~ 7 days, pull out dark, shallow two layers of vacuum tube, first pass kinetic energy is rammed by force, tamping energy 800 ~ 1500KN, every tamping point 3 ~ 4 hits, grid spacing 4.5 * 7m
2, last rams all over full.
Embodiment 2:
Embodiment 2 is on the basis of embodiment 1, in the end increase before full a rammer: dark, the shallow two layers of vacuum tube of second time insertion, deeply, shallow two layers of vacuum tube are netted interval and arrange, the same first pass of tube pitch vacuumized for second time 5 ~ 7 days dark, shallow two layers of vacuum tube, pulled out dark, shallow two layers of vacuum tube, second time kinetic energy is rammed by force, tamping energy 1500 ~ 2300KN, every tamping point 6 ~ 8 hits, grid spacing 4.5 * 7m
2All the other are with embodiment 1.
Embodiment 3:
Embodiment 3 is on the basis of embodiment 2, in the end increases before full a rammer again: the 3rd time dark, the shallow two layers of vacuum tube of insertion, dark, shallow two layers of vacuum tube were vacuumized 5 ~ 7 days for the 3rd time, and pull out dark, shallow two layers of vacuum tube, the 3rd time kinetic energy is rammed by force.All the other are with embodiment 2.
For weak soil with the piece depth layer property of there are differences, increase this layer vacuum tube layout density at relatively poor weak soil layer and eliminate otherness, coefficient of balance is greater than 0.85.
For two blocks of difference weak soils,, eliminate otherness all over densely covered depth vacuum tube and power (ramming by force or vibration) cross-operation to increase 1-2 at relatively poor weak soil.
In order to ensure the outer phreatic infiltration of construction area, adopt outer 1-2 rice of construction area, bar shaped vacuum tube (1-1.5 rice between pipe) is set.
Claims (5)
1, a kind of " filling out water for prepressing, the draining of power pressure reduction " soft foundation consolidation method fast is characterized in that this method comprises following processing step:
Step 1, elder generation be perpendicular downwards slotting some plastic draining boards on the soft foundation surface, plastic draining board penetrates the top layer mud, plastic draining board is grid-like layout, again at the horizontal some porous plastics flexible pipes of soft foundation surface level, be connected with plastic draining board upper end coiling in the middle of this porous plastics flexible pipe, the termination is connected with pumped vacuum systems;
Step 2, at the described soft foundation surface coverage of step 1 vacuum rete, build little embankment around on the vacuum diaphragm, filling out water on the dike inner membrance increases pressure, and porous plastics flexible pipe under the film was vacuumized 45 ~ 60 days, discharges water, throws off vacuum diaphragm after vacuumizing end;
Step 3, first first pass inserts dark, shallow two layers of vacuum tube on the described soft foundation of step 2 surface, deeply, shallow two layers of vacuum tube are netted interval and arrange, then dark, shallow two layers of vacuum tube first pass were vacuumized 5 ~ 7 days, pull out dark, shallow two layers of vacuum tube, first pass kinetic energy is rammed by force,------, so operation is 1 ~ 4 time, and last rams all over full.
2, a kind of " filling out water for prepressing, the draining of power pressure reduction " soft foundation consolidation method fast according to claim 1 is characterized in that: fill out 1.5 ~ 2 meters in water on the described vacuum diaphragm.
3, a kind of " filling out water for prepressing, the draining of power pressure reduction " soft foundation consolidation method fast according to claim 1 and 2 is characterized in that: the dark pipe of described tube pitch 3.5 * 3.5m
2, shallow pipe 3.5 * 7m
2, first pass tamping energy 800 ~ 1500KN, every tamping point 3 ~ 4 hits, grid spacing 4.5 * 7m
2
4, a kind of " filling out water for prepressing, the draining of power pressure reduction " soft foundation consolidation method fast according to claim 3, it is characterized in that: described second time tamping energy 1500 ~ 2300KN, every tamping point 6 ~ 8 hits, grid spacing 4.5 * 7m
2
5, a kind of " filling out water for prepressing, the draining of power pressure reduction " soft foundation consolidation method fast according to claim 1 and 2 is characterized in that: outer 1 ~ 2 meter of described construction area, the perpendicular shape vacuum tube of transplanting a cutting, 1 ~ 1.5 meter of tube pitch.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200610085544 CN1884709A (en) | 2006-06-21 | 2006-06-21 | Quick soft groundsill consolidation method of filling water for prepressing, kinetic differential pressure for discharging water |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200610085544 CN1884709A (en) | 2006-06-21 | 2006-06-21 | Quick soft groundsill consolidation method of filling water for prepressing, kinetic differential pressure for discharging water |
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| CN1884709A true CN1884709A (en) | 2006-12-27 |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100447345C (en) * | 2007-04-17 | 2008-12-31 | 张志铁 | Large-area soft foundation soil bag and wellpoint composite consolidation method |
| WO2009074041A1 (en) * | 2007-12-12 | 2009-06-18 | Wang Xu | Rapid treatment method for shallow weak ground |
| CN100532729C (en) * | 2007-06-28 | 2009-08-26 | 刘汉龙 | High vacuum well-points dewatering groundwork treatment method by shallow ramming compaction and deep blasting compaction |
| CN101793022A (en) * | 2010-02-26 | 2010-08-04 | 曾国海 | Vacuum prepressing method of sand-free cushion layer of secondary circulation line system |
| CN103290836A (en) * | 2013-07-02 | 2013-09-11 | 江西省地质工程(集团)公司 | Vacuum decompression compacting and consolidating construction method for soft foundation treatment |
| CN104088208A (en) * | 2014-07-15 | 2014-10-08 | 济南市市政工程设计研究院（集团）有限责任公司 | Wet and soft soil foundation treatment method |
| CN106049413A (en) * | 2016-08-02 | 2016-10-26 | 唐山工业职业技术学院 | Hybrid power drainage consolidation system applied to deep saturated soft soil foundation and construction method |
| CN113605359A (en) * | 2021-08-13 | 2021-11-05 | 中冶集团武汉勘察研究院有限公司 | Multilayer complex soft soil foundation rapid dewatering consolidation construction structure and construction method |
-
2006
- 2006-06-21 CN CN 200610085544 patent/CN1884709A/en active Pending
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100447345C (en) * | 2007-04-17 | 2008-12-31 | 张志铁 | Large-area soft foundation soil bag and wellpoint composite consolidation method |
| CN100532729C (en) * | 2007-06-28 | 2009-08-26 | 刘汉龙 | High vacuum well-points dewatering groundwork treatment method by shallow ramming compaction and deep blasting compaction |
| WO2009074041A1 (en) * | 2007-12-12 | 2009-06-18 | Wang Xu | Rapid treatment method for shallow weak ground |
| CN101793022A (en) * | 2010-02-26 | 2010-08-04 | 曾国海 | Vacuum prepressing method of sand-free cushion layer of secondary circulation line system |
| CN101793022B (en) * | 2010-02-26 | 2011-09-28 | 曾国海 | Vacuum prepressing method of sand-free cushion layer of secondary circulation line system |
| CN103290836A (en) * | 2013-07-02 | 2013-09-11 | 江西省地质工程(集团)公司 | Vacuum decompression compacting and consolidating construction method for soft foundation treatment |
| CN103290836B (en) * | 2013-07-02 | 2015-07-15 | 中建城开建设集团有限公司 | Vacuum decompression compacting and consolidating construction method for soft foundation treatment |
| CN104088208A (en) * | 2014-07-15 | 2014-10-08 | 济南市市政工程设计研究院（集团）有限责任公司 | Wet and soft soil foundation treatment method |
| CN104088208B (en) * | 2014-07-15 | 2016-02-10 | 济南市市政工程设计研究院（集团）有限责任公司 | A kind of wet and soft earth foundation processing method |
| CN106049413A (en) * | 2016-08-02 | 2016-10-26 | 唐山工业职业技术学院 | Hybrid power drainage consolidation system applied to deep saturated soft soil foundation and construction method |
| CN113605359A (en) * | 2021-08-13 | 2021-11-05 | 中冶集团武汉勘察研究院有限公司 | Multilayer complex soft soil foundation rapid dewatering consolidation construction structure and construction method |
| CN113605359B (en) * | 2021-08-13 | 2022-06-21 | 中冶集团武汉勘察研究院有限公司 | Multilayer complex soft soil foundation rapid dewatering consolidation construction structure and construction method |
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