CN104110024B - Drainage consolidation method for reinforcement treatment of hydraulic filling soft clay - Google Patents
Drainage consolidation method for reinforcement treatment of hydraulic filling soft clay Download PDFInfo
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- CN104110024B CN104110024B CN201310134647.9A CN201310134647A CN104110024B CN 104110024 B CN104110024 B CN 104110024B CN 201310134647 A CN201310134647 A CN 201310134647A CN 104110024 B CN104110024 B CN 104110024B
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Abstract
A method of consolidating drainage for a reinforcement treatment of a hydraulic fill soft clay comprising: dividing an operation area of a construction foundation pit; erecting a drainage curtain wall and a water collecting well at the edge of the operation area; filling soft clay into the operation area; a horizontally laid flexible drainage plate; then blowing and filling the soft clay and the laid flexible drainage plate until the height is specified; arranging a sand cushion layer on the top of the drainage curtain wall, burying a vacuum pipe network, connecting a vacuum jet pump, and then laying a sealing film for sealing; and finally starting a vacuum jet pump to vacuumize until the specified end condition is ended. The invention utilizes the characteristics of gradually raising layered hydraulic-filled soft clay and arranging horizontal drainage plates in layers, utilizes the self-weight stress of hydraulic-filled soft soil to drain water, greatly reduces energy consumption, ensures that the construction period also becomes an effective drainage period, accelerates the formation of soil body structure, shortens the overall construction period, saves a large amount of materials, can prevent the formation of a shallow layer and a compact layer around the drainage plates, ensures good soil body structure and improves the drainage capability of the soil body.
Description
Technical field
The present invention relates to a kind of method of clay being carried out to consolidation process, particularly a kind of selfweight stress and negative pressure of vacuum of utilizing is as the discharging consolidation method for hydraulic-filled soft clay consolidation process accelerating drainage power.
Background technology
To the discharging consolidation processing mode of saturated dredger soft soil in prior art, generally comprise with plastic draining board as vertical drainage passage, top filler preloading and the applying vacuum power as draining.In scarce sand ground district, invent without the in line stacking load and consolidated drained method of sand bedding course vacuum for saturated dredger soft soil, comparatively popular at present.These methods, through the application practice of decades, have had many improvement in technique, equipment, material etc.The additional duty that preloading mainly utilizes over top to apply is to drive the discharging consolidation of the soil body, top is made to banket subsidiary stress in the super quiet pore pressure of ground generation, the negative pressure that vacuum preloading utilizes vacuum equipment to produce causes draining, by vertical drainage body draining, both negative pressure of vacuum combined stack-loads have both at the same time.Saturated dredger soft soil under negative pressure of vacuum or preloading synergy, in processing layer foundation soil water along substantially horizontal direction move to water discharging body, then extract ground out vertically upward through band drain, thus reduce the water content in foundation soil, improve the consolidation strength of ground.
But, when above-mentioned traditional discharging consolidation processing mode reinvents the hydraulic fill foundation of class bury for hydraulic reclamation high-moisture percentage (> 80%), high plasticity index (> 20), due to its structural difference, the feature such as clay content is high, moisture content is high, compressibilty is high, intensity is low, permeability is low, be difficult to carry out preloading, it is barely satisfactory also to there is discharging consolidation effect in vacuum preloading, processing time is very long, and low etc. the problem of very uneven, foundation strength reliability.Therefore, during as reinvented the hydraulic fill foundation of class bury with this type of, generally first treatment effect carries out again to barged-in fill airing half a year even a few year better.In addition, according to the practice situation of engineering, carrying out in line vacuum load process to hydraulic reclamation class bury recently, through being everlasting native top layer and form compacted zone and the earth pillar protuberance of 20 ~ 30cm thickness around band drain, draining is caused to cut off, outside compacted zone, to transmit the compared with normal soil body more difficult for draining and vacuum, and its result reality only strengthens the sub-fraction foundation soil centered by band drain, and other parts do not obtain consolidation effect substantially.Concentrate on surface layer or band drain top owing to vacuumizing high-moisture weak soil simultaneously, foundation deformation causes band drain to bend distortion, band drain periphery formation compacted zone intercepts, fills more water body etc., cause vacuum very poor with band drain periphery transmission effect under the degree of depth, the earth pillar formed due to band drain periphery again intercepts, below shallow-layer 1m and centered by band drain radius 20cm soil body treatment effect be in the past difficult to arrive theoretical effect, consume energy high, efficiency is low.
Summary of the invention
Technical problem to be solved by this invention overcomes defect existing in above-mentioned prior art, provides a kind of discharging consolidation method for hydraulic-filled soft clay consolidation process.
Present invention employs following technical proposal and solve its technical problem: a kind of discharging consolidation method for hydraulic-filled soft clay consolidation process, it is characterized in that comprising the steps:
(1) division of operating area, the both sides width≤125m of every operating area are carried out to construction foundation pit;
(2) draining curtain wall and the collecting well of setting is successively built from bottom to top in the side, edge of operating area, the height of this draining curtain wall and collecting well every layer is more than every layer of hydraulic reclamation face 0.5 ~ 1m, this collecting well and draining curtain wall are connected, installing submersible pump in collecting well, and are drawn by outlet pipe;
(3) to hydraulic reclamation soft clay in operating area, hydraulic reclamation THICKNESS CONTROL is in 0.8 ~ 1.5m;
(4) the flexible water drainage plate that on the hydraulic reclamation soft clay layer in the operating area reaching thickness, level is laid, these flexible water drainage plate two ends to be inserted in draining curtain wall and are connected with draining curtain wall;
(5) (2) (3) (4) step is repeated, until hydraulic reclamation soft clay is to specifying elevation, then the shallow skin soil layer of preloading 0.4 ~ 0.45m or blowing-filling sludge on most last layer flexible water drainage plate, wherein, after hydraulic reclamation soft clay layer 2m, submersible pump can be opened and draw water;
(6) after hydraulic reclamation completes, sand cushion is set at draining curtain wall top, in this sand cushion, buries vacuum pipe network underground, and connect vacuum jet pump, then lay sealing film and close;
(7) after checking draining curtain wall and collecting well No leakage, opening vacuum jet pump and vacuumize, stopping to specifying termination condition.
In the present invention and prior art with plastic draining board as vertical drainage passage, top filler preloading and applying vacuum are carried out discharging consolidation processing mode to saturated dredger soft soil compare as drainage powers, have outstanding technique effect:
1, the present invention utilizes layering hydraulic reclamation soft clay lifting step by step, and the feature of layered arrangement horizontal draining board, construct while utilize the selfweight stress of saturated dredger soft soil namely to carry out draining, greatly reduce energy consumption, construction period also becomes effective drainage period of basement process, accelerate the formation of Soil Body, more traditional overall duration is short;
2, need not arrange diaphragm seal and drainage blanket on top layer, full operating area, only need arrange draining curtain wall in operating area, the fine sand of use or grit material can save lot of materials and construction period within being about 20% of the sand cushion that whole district face covers;
3, above draining curtain wall, only arrange that SLD and enforcement vacuumize, and vacuumize region very little, be beneficial to management and control, energy consumption is low;
4, lay band drain without the need to professional equipment, only use artificial just can lay;
5, between drainage period, band drain is with foundation settlement, effectively can prevent traditional unfavorable change vertically setting the band drain performance degradations such as band drain bends after foundation settlement, well resistance rising, avoid film coating perfonnance when vertical drainage plate sets, ensure the performance of band drain further;
6, utilize the deadweight draining of saturated dredger soft soil, can prevent the compacted zone around shallow-layer and band drain from being formed, ensure that Soil Body is good, improve soil body drainability;
7, because the thicker deadweight of soil layer is larger, drainage power is larger, and drainage effect is more obvious, can solve the problem that conventional vacuum preloading deep soil treatment effect is undesirable;
8, in relatively traditional vertical drainage plate method ground without piles reinforced effects, band drain horizontal positioned in the present invention, good reinforced action is served to fill stratum, effectively can improve the bearing capacity of the soil body, cause is with the sedimentation of ground basic horizontal, in theory without bending change, as needed after-treatment, without the need to again setting band drain;
9, the method flexible combination of draining can be accelerated with existing other, as can at top combination loading etc.
Accompanying drawing explanation
Fig. 1 is the structural representation of operating area of the present invention.
Fig. 2 is the top plan view of operating area of the present invention.
Fig. 3 is the perspective view of operating area of the present invention.
Fig. 4 is operating area of the present invention partial sectional view.
Fig. 5 is the stereochemical structure sectional drawing of another embodiment of the present invention operating area.
In figure, each sequence number is expressed as:
1-flexible water drainage plate; 2-draining curtain wall; 3-collecting well; 4-vacuum jet pump; 5-soft clay; 6-shallow skin soil layer; 7-sand cushion; 8-vacuum pipe network; 9-sealing film.
Detailed description of the invention
Below in conjunction with embodiment and accompanying drawing, the invention will be further described.
With reference to Fig. 1, Fig. 2, Fig. 3 and Fig. 4, the present invention is applicable to carrying out discharging consolidation process to based on hydraulic reclamation recently or the ground of remoldability ultra-soft soil (soft clay of moisture content > 80%, index of plasticity > 20) that bankets, and it mainly comprises the steps:
(1) division of operating area, the both sides width≤125m of every operating area are carried out to construction foundation pit;
(2) draining curtain wall 2 and the collecting well 3 of setting is successively built from bottom to top in the side, edge of operating area, this draining curtain wall 2 and collecting well 3 height of every layer are more than every layer of hydraulic reclamation face 0.5 ~ 1m, this collecting well 3 is connected with draining curtain wall 2, and outlet pipe is also drawn (not shown in FIG.) by installing submersible pump in collecting well 3;
(3) to hydraulic reclamation soft clay 5 in operating area, hydraulic reclamation THICKNESS CONTROL is in 0.8 ~ 1.5m;
(4) the flexible water drainage plate 1 that on the hydraulic reclamation soft clay layer in the operating area reaching thickness, level is laid, these flexible water drainage plate 1 two ends to be inserted in draining curtain wall 2 and are connected with draining curtain wall 2;
(5) (2) (3) (4) step is repeated, until hydraulic reclamation soft clay 5 is to appointment elevation, then the shallow skin soil layer 6 of preloading 0.4 ~ 0.45m or blowing-filling sludge on most last layer flexible water drainage plate 1, wherein, after hydraulic reclamation soft clay layer 2m, submersible pump can be opened and draw water;
(6) after hydraulic reclamation completes, sand cushion 7 is set at draining curtain wall 2 top, in this sand cushion 7, buries vacuum pipe network 8 underground, and connect vacuum jet pump 4, then lay sealing film 9 and close;
(7) after checking draining curtain wall 2 and collecting well 3 No leakage, opening vacuum jet pump 4 and vacuumize, stopping to specifying termination condition.
The draining curtain wall 2 of the present invention fine sand or grit class coarse granule formation that water flowing is good, this draining curtain wall 2 minimum widith is 0.5m, can appropriately adjust depending on the height of draining curtain wall 2.
Flexible water drainage plate 1 of the present invention every root spacing in same layer is 0.8 ~ 1.5m.Flexible water drainage plate 1 can select base process band drain routinely, and its model is: SPB-B, SPB-C, SPB-D, or selects the drainage belt of large flux and little band drain.
Collecting well 3 of the present invention is evenly arranged in draining curtain wall 2 according to the calculating of displacement, and collecting well 3 end height is high in draining curtain wall 2 end.
Vacuum jet pump 4 of the present invention requires according to construction speed in vacuum pipe network 8 and the water content of barged-in fill is evenly arranged substantially, and is set to suitable with 800 ~ 1000 square metres of quantity of placing every in operating area.
Draining curtain wall 2 of the present invention and collecting well 3, be arranged on two of edge, operating area side or surrounding sides in opposite directions.
When described draining curtain wall 2 two of edge, operating area in opposite directions side arrangement time, upper and lower two-layer adjacent flexible water drainage plate 1 is for being arranged in parallel.
In order to increase drainage effect, also can oblique increase placement of flexible band drain 1 in corner, operating area.
With reference to Fig. 5, another embodiment of the present invention, when the surrounding side arrangement of described draining curtain wall 2 at edge, operating area, upper and lower two-layer adjacent flexible water drainage plate 1 can be arranged in parallel, or is interlaced arrangement with reference to upper and lower two-layer adjacent flexible water drainage plate 1 in Fig. 5.
The encapsulating method of draining curtain wall 2 of the present invention and the precompressed of collecting well 3 top seal mode reference conventional vacuum carries out.
Two stages are generally divided to implement during draining of the present invention.First stage relies on the selfweight stress draining during blowing-filling sludge and is extracted out by submersible pump in collecting well, second stage is arranged and is enabled vacuum jet pump, carry out vacuumizing forced-ventilated water, now submersible pump also needs to open according to observed case to draw water in good time, reduces water level in draining curtain wall.
The present invention utilizes soil body selfweight stress and negative pressure of vacuum to drive quickening foundation soil discharging consolidation, in processing layer, the moving line of the water of foundation soil is vertically towards the band drain motion that level is laid substantially, again through band drain horizontal transport to the backward upper extraction of draining curtain wall, thus reduce the water content of foundation soil, improve the intensity of ground.
Claims (8)
1., for a discharging consolidation method for hydraulic-filled soft clay consolidation process, it is characterized in that comprising the steps:
(1) division of operating area, the both sides width≤125m of every operating area are carried out to construction foundation pit;
(2) draining curtain wall and the collecting well of setting is successively built from bottom to top in the side, edge of operating area, the height of this draining curtain wall and collecting well every layer is more than every layer of hydraulic reclamation face 0.5 ~ 1m, this collecting well and draining curtain wall are connected, installing submersible pump in collecting well, and are drawn by outlet pipe;
(3) to hydraulic reclamation soft clay in operating area, hydraulic reclamation THICKNESS CONTROL is in 0.8 ~ 1.5m;
(4) the flexible water drainage plate that on the hydraulic reclamation soft clay layer in the operating area reaching thickness, level is laid, these flexible water drainage plate two ends to be inserted in draining curtain wall and are connected with draining curtain wall;
(5) (2) (3) (4) step is repeated, until hydraulic reclamation soft clay is to specifying elevation, then the shallow skin soil layer of preloading 0.4 ~ 0.45m or blowing-filling sludge on most last layer flexible water drainage plate, wherein, after hydraulic reclamation soft clay layer 2m, submersible pump is opened and is drawn water;
(6) after hydraulic reclamation completes, sand cushion is set at draining curtain wall top, in this sand cushion, buries vacuum pipe network underground, and connect vacuum jet pump, then lay sealing film and close;
(7) after checking draining curtain wall and collecting well No leakage, opening vacuum jet pump and vacuumize, stopping to specifying termination condition.
2. a kind of discharging consolidation method for hydraulic-filled soft clay consolidation process according to claim 1, is characterized in that: described draining curtain wall and collecting well, is arranged on two of edge, operating area side or surrounding sides in opposite directions.
3. a kind of discharging consolidation method for hydraulic-filled soft clay consolidation process according to claims 1 or 2, is characterized in that: the fine sand that described draining curtain wall water flowing is good or grit class coarse granule are formed, and this draining curtain wall minimum widith is 0.5m.
4. a kind of discharging consolidation method for hydraulic-filled soft clay consolidation process according to claim 1, is characterized in that: described flexible water drainage plate every root spacing in same layer is 0.8 ~ 1.5m.
5. a kind of discharging consolidation method for hydraulic-filled soft clay consolidation process according to claim 2, it is characterized in that: described draining curtain wall two of edge, operating area in opposite directions side arrangement time, upper and lower two-layer adjacent flexible water drainage plate is for being arranged in parallel.
6. a kind of discharging consolidation method for hydraulic-filled soft clay consolidation process according to claim 2, it is characterized in that: described draining curtain wall is when the surrounding side arrangement at edge, operating area, and upper and lower two-layer adjacent flexible water drainage plate is to be arranged in parallel or upper and lower two-layer adjacent flexible water drainage plate is interlaced arrangement.
7. a kind of discharging consolidation method for hydraulic-filled soft clay consolidation process according to claim 1, is characterized in that: described collecting well is evenly arranged in draining curtain wall, and at the bottom of collecting well, height is high at the bottom of draining curtain wall.
8. a kind of discharging consolidation method for hydraulic-filled soft clay consolidation process according to claim 1, it is characterized in that: described vacuum jet pump is evenly arranged in vacuum pipe network, and arrange with 800 ~ 1000 square metres of quantity of placing every in operating area.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310134647.9A CN104110024B (en) | 2013-04-18 | 2013-04-18 | Drainage consolidation method for reinforcement treatment of hydraulic filling soft clay |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310134647.9A CN104110024B (en) | 2013-04-18 | 2013-04-18 | Drainage consolidation method for reinforcement treatment of hydraulic filling soft clay |
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| CN104110024A CN104110024A (en) | 2014-10-22 |
| CN104110024B true CN104110024B (en) | 2015-12-02 |
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| CN201310134647.9A Active CN104110024B (en) | 2013-04-18 | 2013-04-18 | Drainage consolidation method for reinforcement treatment of hydraulic filling soft clay |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107338711A (en) * | 2017-06-20 | 2017-11-10 | 中交天津港湾工程研究院有限公司 | A kind of construction method that road is built on soft soil foundation |
| CN109706914A (en) * | 2019-01-21 | 2019-05-03 | 吴慧明 | It is a kind of to be layered the blast-filled ground method for processing foundation drained downwards |
| CN109826159B (en) * | 2019-03-11 | 2024-05-10 | 广东海工建设工程有限公司 | Quick reinforcement method and structure for soft foundation of hydraulic filling area |
| CN112411795B (en) * | 2020-11-06 | 2021-12-21 | 中国港湾工程有限责任公司 | Method for treating foundation in hydraulic filling soft and weak area |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100201320B1 (en) * | 1996-12-31 | 1999-06-15 | 임철웅 | Construction method of filled-up-land for solid waste treatment plant and soild waste treatment plant |
| CN102071675A (en) * | 2011-01-10 | 2011-05-25 | 广东省建筑科学研究院 | Soft soil foundation consolidation method combining drainage pile loading prepressing and deep mixing piles |
| CN102226335A (en) * | 2011-04-18 | 2011-10-26 | 中交四航工程研究院有限公司 | Foundation treatment method for controlling post-construction settlement and deformation of soft soil |
| CN102926375A (en) * | 2011-08-10 | 2013-02-13 | 同济大学 | Sludge discharge field constructing method for speeding up dehydration, solidification and stabilization of dredged sediment |
-
2013
- 2013-04-18 CN CN201310134647.9A patent/CN104110024B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100201320B1 (en) * | 1996-12-31 | 1999-06-15 | 임철웅 | Construction method of filled-up-land for solid waste treatment plant and soild waste treatment plant |
| CN102071675A (en) * | 2011-01-10 | 2011-05-25 | 广东省建筑科学研究院 | Soft soil foundation consolidation method combining drainage pile loading prepressing and deep mixing piles |
| CN102226335A (en) * | 2011-04-18 | 2011-10-26 | 中交四航工程研究院有限公司 | Foundation treatment method for controlling post-construction settlement and deformation of soft soil |
| CN102926375A (en) * | 2011-08-10 | 2013-02-13 | 同济大学 | Sludge discharge field constructing method for speeding up dehydration, solidification and stabilization of dredged sediment |
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Effective date of registration: 20211112 Address after: No. 850, Pudong Avenue, Pudong New Area, Shanghai 200120 Patentee after: CCCC Shanghai channel survey, design and Research Institute Co., Ltd Patentee after: CCCC dredging technology and equipment National Engineering Research Center Co., Ltd Address before: No. 850, Pudong Avenue, Pudong New Area, Shanghai 200120 Patentee before: CCCC Shanghai channel survey, design and Research Institute Co., Ltd |
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Effective date of registration: 20220512 Address after: 200120 No. 850, Pudong Avenue, Pudong New Area, Shanghai Patentee after: SHANGHAI WATERWAY ENGINEERING DESIGN AND CONSULTING Co.,Ltd. Address before: 200120 No. 850, Pudong Avenue, Pudong New Area, Shanghai Patentee before: SHANGHAI WATERWAY ENGINEERING DESIGN AND CONSULTING Co.,Ltd. Patentee before: CCCC dredging technology and equipment National Engineering Research Center Co., Ltd |
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