CN101265701A - Soft soil foundation reinforcing means - Google Patents
Soft soil foundation reinforcing means Download PDFInfo
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- CN101265701A CN101265701A CNA2007100087109A CN200710008710A CN101265701A CN 101265701 A CN101265701 A CN 101265701A CN A2007100087109 A CNA2007100087109 A CN A2007100087109A CN 200710008710 A CN200710008710 A CN 200710008710A CN 101265701 A CN101265701 A CN 101265701A
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Abstract
A soft soil foundation reinforcing method includes the following steps: backfilling a medium coarse sand cushion on the site surface, inserting and beating a plastic drainage board, setting up drainage systema in vertical and horizontal directions, burying a pore water pressure layered settlement and lateral deformation observation system; laying a vacuum membrane, installing a vacuum sewerage system, vacuum preloading, filling and rolling when the pressure under the vacuum membrane reaches 80KPa and becomes stable; vacuum-heap combined preloading, starting to dynamic compact when an obvious inflexion appears and the settlement curve tends to be gentle inclined and the accumulated settlement volume reaches 60-70% of the estimated settlement volume; when the settlement curve tends to be stable, stopping vacuum preloading and fully compacting. The method has the advantages of short construction period, low cost, large bearing capacity of the hard shell, and obviously reduced post-construction settlement and uneven sensing settlement, and has unique advantages over land reclamation projects in coastal areas such as Fujian, Zhejiang, Shandong and Liaoning Provinces around which a large amount of stonework material can be excavated and backfilled.
Description
Technical field
The present invention relates to construction work ground stabilization process field, specifically be meant a kind of soft soil foundation reinforcing method.
Background technology
Before the construction of carrying out construction work, must reinforce ground as required, to improve intensity, bearing capacity and the stability of foundation soil.At present, adopt dynamic compaction to come ground is reinforced usually, promptly directly tamp natural stratum or the less backfill of thickness with weight.If but run into backfill or the bigger situation of soft soil horizon thickness, and traditional dynamic compaction shortcoming is obvious, and reinforcement depth is difficult to reach requirement, and deep layer compactness and foundation strength are relatively poor, and bearing capacity is poor, and sedimentation appears in ground easily.Than the depths liquefiable soil layer is arranged as ground, also the earthquake liquefaction phenomenon can occur.
At soft layers such as littoral facies mud or new hydraulically filled sludges, adopt preloading and vacuum method to reinforce usually.Vacuum method is by soft foundation being provided with vertical drainage passages such as plastic draining board or sand drain, lay sand cushion and horizontal pumping channel on the surface, and cover diaphragm seal thereon, adopt vacuum pump that gas in the film and water are extracted out then, inside and outside film, produce the draught head of about 80kPa, make water in the weak soil quicken discharge and reach the purpose of reinforcing flexible foundation.The maximum precompressed loading that vacuum method can form is no more than 90kPa usually, is only applicable to the foundation engineerings not high to the ground requirement for bearing capacity such as general goods yard, low layer industry and civilian construction.
Preloading through the long period, is generally 12 months precompressed by soft base is applied overload, and the excess pore water pressure in the weak soil is dribbled, and soil body effective stress increases gradually, to reach the purpose that reduces the soft foundation settlement after construction.The effect of the soft base of charge preloading consolidation depends on the size of preloading and the dissipation program that press in super quiet hole, in order to reach consolidation effect, needs bigger preloading, but as once apply the intensity that can exceed soft base, thereby preloading speed can not be too fast, squeeze time is also longer.Therefore, though preloading can reach the above prefabricating load of 90kPa, engineering quantity is big, cost is high, long in time limit, constructional difficulties.
Vacuum-preloading joint preloading rule be in recent years on vacuum preloading and piling prepressing basis the development formed, to the comparatively cost-effective processing method of coastal reinforcing soft foundation, it has the double effects of vacuum preloading and piling prepressing.But its duration is still longer, and cost is still higher.
Summary of the invention
The invention provides a kind of soft soil foundation reinforcing method, its main purpose is to overcome the existing shortcoming that soft soil foundation reinforcing method is long in time limit, cost is high.
The present invention adopts following technical scheme:
A kind of soft soil foundation reinforcing method may further comprise the steps: 1) ground surface backfill medium coarse sand bed course on the scene, and insert and beat plastic draining board, set up the drainage system of horizontal direction and vertical direction, bury pore water pressure delaminating deposition and lateral deformation observation system underground; 2) lay vacuum diaphragm, low-pressure drainage system be installed, carry out vacuum preloading, when the vacuum diaphragm downforce reach 80kPa and stable after, banket and roll; 3) carry out vacuum-preloading joint preloading, when subsidence curve obvious flex point occurs and smooth trend occurs, and after totally settling amount has reached the 60-70% of predicted settlement, begin to ram by force; 4) when subsidence curve tends towards stability, stop vacuum preloading, and carry out full rammer.
Aforementioned a kind of soft soil foundation reinforcing method, step 1) further comprises: ground surface hydraulic reclamation (or backfill) 0.8m to 1.0m of elder generation powder fine sand on the scene, backfill 0.5m medium coarse sand on it.
Aforementioned a kind of soft soil foundation reinforcing method, the drainage system of the horizontal direction in the step 1) is meant the horizontal drain pipe that is layed in the medium coarse sand, the drainage system of vertical direction is meant by ground inserts the plastic draining board that reaches the saturated soft soil bottom straight down, its length is no more than 25m, and ground keeps the plastics wrench and is connected with horizontal drain pipe.
Aforementioned a kind of soft soil foundation reinforcing method, step 2) in, lay one to the two layer of geotextiles in the preceding shop earlier of vacuum diaphragm, also lay one to two layer of geotextiles before the spreading of banketing earlier.
Banketing aforementioned a kind of soft soil foundation reinforcing method, step 2) further may further comprise the steps: the mountain skin soil 1-2m height that does not contain rubble by the method backfill of layering spreading; If do not produce lateral deformation, the high rubble earth material of layering spreading backfill 1-2m again, wherein the gravel particle diameter is less than 30cm, and content is not higher than 50%; If lateral deformation does not take place yet, then continue layering spreading backfill rubble earth material adds budget until the ground level of design saturated soft soil settling height thereon.Both banket as the preloading material, can satisfy low level ground, original ground backfill place absolute altitude again.
Aforementioned a kind of soft soil foundation reinforcing method, strong rammer in the step 3) may further comprise the steps: 1) first pass rams by force: when the thickness that bankets during less than 3m, tamping energy is controlled at below the 1500kN.m, when the thickness that bankets reaches 4-5m, tamping energy is greater than 1500kN.m, grid spacing 3-3.5m, quincuncial arrangement, every clicks 2-4 hits; 2) second time strong rammer: carry out strong the rammer when pore water pressure 80% dissipates second time, tamping energy is 2500-3000kN.m, and every clicks 7-8 hits, and tamping point is arranged and rammed by force with first pass.Thus, utilize the strong dynamic impact load that rams to quicken the plastic draining board draining, finish the original uncompleted discharging consolidation of the saturated soft soil that underlies, and carried out power to banketing closely knit, making bankets becomes the overconsolidation crust layer.
Aforementioned a kind of soft soil foundation reinforcing method, step 3) further comprises: subsidence curve tends towards stability and is meant per day settling amount in five days less than 1mm, and the full tamping energy that rams is 500-800kN.m, and every clicks is 2 to hit.
Aforementioned a kind of soft soil foundation reinforcing method, the full smooth place, back of ramming is backfilled to design elevation with gravelly soil, and vibroroller cmpacting 2-3 time.
Through facts have proved, the present invention has following advantage: one, to compare with vacuum-preloading joint preloading method, and the duration can shorten 1/5 to 1/4, and cost can reduce 1/6 to 1/5; Two, to compare with vacuum method or preloading, the duration can shorten 1/4 to 1/3, and cost can reduce 5% to 10%; Three, the crust layer bearing capacity can reach more than the 120kPa, and settlement after construction and differential settlement obviously reduce; Four, the engineering of reclaiming fields from the sea of coastal regions such as the Fujian that this law is big for weak soil thickness, initial land form is low, place existence on every side can be excavated backfill cubic meter of stone material in a large number, Zhejiang, Shandong, Liaoning has unique advantage.
Description of drawings
Fig. 1 is the layer structure schematic diagram of ground of the present invention.
The specific embodiment
The invention provides a kind of soft soil foundation reinforcing method, the engineering of reclaiming fields from the sea of coastal regions such as the Fujian that this kind method is big for weak soil thickness, initial land form is low, place existence on every side can be excavated backfill cubic meter of stone material in a large number, Zhejiang, Shandong, Liaoning has unique advantage.Describe the specific embodiment of the present invention below in detail.
This soft soil foundation reinforcing method comprises following step:
One, ground surface hydraulic reclamation (or backfill) 0.8m to 1.0m of elder generation powder fine sand on the scene, backfill 0.5m medium coarse sand on it is inserted then and is beaten plastic draining board, sets up the drainage system of horizontal direction and vertical direction.The drainage system of horizontal direction is meant the horizontal drain pipe that is layed in the medium coarse sand, the drainage system of vertical direction is meant by ground inserts the plastic draining board that reaches the saturated soft soil bottom straight down, its length is no more than 25m, and ground keeps the plastics wrench and is connected with horizontal drain pipe.And bury pore water pressure delaminating deposition and lateral deformation observation system underground.
Two, spread one to two layer of geotextiles (specification 150g/m earlier
2), (specification 0.12～0.14mm) is installed low-pressure drainage system, carries out vacuum preloading, after the vacuum diaphragm downforce reaches 80kPa and stablizes, re-lays one to two layer of geotextiles (specification 300g/m to re-lay two layers of vacuum diaphragm
2), banket then and roll.The mountain skin soil 1-2m height that does not contain rubble by the method backfill of layering spreading; If do not produce lateral deformation, the high rubble earth material of layering spreading backfill 1-2m again, wherein the gravel particle diameter is less than 30cm, and content is not higher than 50%; If lateral deformation does not take place yet, then continue layering spreading backfill rubble earth material adds budget until the ground level of design saturated soft soil settling height thereon.Both banket as the preloading material, can satisfy low level ground, original ground backfill place absolute altitude again.
Three, carry out vacuum-preloading joint preloading, when subsidence curve obvious flex point occurs and smooth trend occurs, and after totally settling amount has reached the 60-70% of predicted settlement, begin to ram by force.First pass rams by force: when the thickness that bankets during less than 3m, tamping energy is controlled at below the 1500kN.m, and when the thickness that bankets reached 4-5m, tamping energy was greater than 1500kN.m, grid spacing 3-3.5m, and quincuncial arrangement, every clicks 2-4 hits; Second time strong rammer: carry out strong the rammer when pore water pressure 80% dissipates second time, tamping energy is 2500-3000kN.m, and every clicks 7-8 hits, and tamping point is arranged and rammed by force with first pass.Thus, utilize the strong dynamic impact load that rams to quicken the plastic draining board draining, finish the original uncompleted discharging consolidation of the saturated soft soil that underlies, and carried out power to banketing closely knit, making bankets becomes the overconsolidation crust layer.
Four, when subsidence curve tends towards stability, stop vacuum preloading, and carry out full rammer.Subsidence curve tends towards stability and is meant per day settling amount in five days less than 1mm, and the full tamping energy that rams is 500-800kN.m, and every clicks is 2 to hit.The full smooth place, back of ramming is backfilled to design elevation with gravelly soil, and vibroroller cmpacting 2-3 time.
With reference to Fig. 1, shown the ground layer structure that said method forms, be respectively hard formation 1, soft formation 2, medium-sand seam 3, geotextiles 4, vacuum diaphragm 5, geotextiles 6, first floor filler soil 7, second layer filler soil 8, the 3rd layer of filler soil 9 from the bottom to top.Be inserted with vertical plastic draining board 21 in the soft formation 2, be embedded with the gutter 31 of level in the medium-sand seam 3.The periphery of vacuum diaphragm 5 is provided with press mold clay 12, gutter 11 and vacuum drainage pump 10.
Above-mentioned only is a specific embodiment of the present invention, but design concept of the present invention is not limited thereto, and allly utilizes this design that the present invention is carried out the change of unsubstantiality, all should belong to the behavior of invading protection domain of the present invention.
Claims (8)
1. soft soil foundation reinforcing method may further comprise the steps:
1) ground surface backfill medium coarse sand bed course on the scene is inserted and is beaten plastic draining board, sets up the drainage system of horizontal direction and vertical direction, buries pore water pressure delaminating deposition and lateral deformation observation system underground;
2) lay vacuum diaphragm, low-pressure drainage system be installed, carry out vacuum preloading, when the vacuum diaphragm downforce reach 80KPa and stable after, banket and roll;
3) carry out vacuum-preloading joint preloading, when subsidence curve obvious flex point occurs and smooth trend occurs, and after totally settling amount has reached the 60-70% of predicted settlement, begin to ram by force;
4) when subsidence curve tends towards stability, stop vacuum preloading, and carry out full rammer.
2. a kind of soft soil foundation reinforcing method as claimed in claim 1 is characterized in that step 1) further comprises: ground surface hydraulic reclamation (or backfill) 0.8m to 1.0m of elder generation powder fine sand on the scene, backfill 0.5m medium coarse sand on it.
3. a kind of soft soil foundation reinforcing method as claimed in claim 1, it is characterized in that: the drainage system of the horizontal direction in the step 1) is meant the horizontal drain pipe that is layed in the medium coarse sand, the drainage system of vertical direction is meant by ground inserts the plastic draining board that reaches the saturated soft soil bottom straight down, its length is no more than 25m, and ground keeps the plastics wrench and is connected with horizontal drain pipe.
4. a kind of soft soil foundation reinforcing method as claimed in claim 1 is characterized in that: step 2) in, lay one to the two layer of geotextiles in the preceding shop earlier of vacuum diaphragm, also lay one to two layer of geotextiles before the spreading of banketing earlier.
5. a kind of soft soil foundation reinforcing method as claimed in claim 1 is characterized in that step 2) in banket and further may further comprise the steps:
The mountain skin soil 1-2m height that does not contain rubble by the method backfill of layering spreading; If do not produce lateral deformation, the high rubble earth material of layering spreading backfill 1-2m again, wherein the gravel particle diameter is less than 30cm, and content is not higher than 50%; If lateral deformation does not take place yet, then continue layering spreading backfill rubble earth material adds budget until the ground level of design saturated soft soil settling height thereon.
6. a kind of soft soil foundation reinforcing method as claimed in claim 1 is characterized in that the strong rammer in the step 3) may further comprise the steps:
1) first pass rams by force: when the thickness that bankets during less than 3m, tamping energy is controlled at below the 1500kN.m, and when the thickness that bankets reached 4-5m, tamping energy was greater than 1500kN.m, grid spacing 3-3.5m, and quincuncial arrangement, every clicks 2-4 hits;
2) second time strong rammer: carry out strong the rammer when pore water pressure 80% dissipates second time, tamping energy is 2500-3000kN.m, and every clicks 7-8 hits, and tamping point is arranged and rammed by force with first pass.
7. a kind of soft soil foundation reinforcing method as claimed in claim 1 is characterized in that step 3) further comprises: subsidence curve tends towards stability and is meant per day settling amount in five days less than 1mm, and the full tamping energy that rams is 500-800kN.m, and every clicks is 2 to hit.
8. a kind of soft soil foundation reinforcing method as claimed in claim 1 is characterized in that: the full smooth place, back of ramming, be backfilled to design elevation with gravelly soil, and vibroroller cmpacting 2-3 time.
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| CNA2007100087109A CN101265701A (en) | 2007-03-16 | 2007-03-16 | Soft soil foundation reinforcing means |
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| CNA2007100087109A CN101265701A (en) | 2007-03-16 | 2007-03-16 | Soft soil foundation reinforcing means |
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| CN101806056A (en) * | 2010-04-28 | 2010-08-18 | 郭艳景 | Soft-soil foundation treatment method for controlling secondary consolidation settlement |
| CN101824817A (en) * | 2010-05-06 | 2010-09-08 | 任再永 | Drainage consolidation construction method for treating soft soil foundation by container stacking loading |
| CN101831895A (en) * | 2010-03-18 | 2010-09-15 | 天津市市政工程设计研究院 | Method for determining soft soil foundation landfill site foundation treatment mode based on foundation bearing capacity |
| CN101864761A (en) * | 2010-07-03 | 2010-10-20 | 朱奎 | Construction method for ramming soft soil foundation by low energy at negative pressure |
| CN101967818A (en) * | 2010-09-16 | 2011-02-09 | 厦门鑫海陆软土地基科技有限公司 | Biological treatment method for soft soil foundation |
| CN102296591A (en) * | 2011-07-14 | 2011-12-28 | 福建省永固基强夯工程有限公司 | Rapid drainage solidifying treatment method of soft soil foundation |
| CN102635107A (en) * | 2012-03-30 | 2012-08-15 | 连云港港口工程设计研究院有限公司 | Surface-layer fast solidification method for soft foundation with dredger soil |
| CN102707034A (en) * | 2012-05-31 | 2012-10-03 | 东南大学 | Indoor model testing device and testing method employing air-pressure splitting vacuum preloading method |
| CN102720174A (en) * | 2012-06-08 | 2012-10-10 | 中国十七冶集团有限公司 | Method for treating high-filled foundation in deep silt region |
| CN102767128A (en) * | 2012-08-14 | 2012-11-07 | 天津二十冶建设有限公司 | Construction method capable of controlling top surface elevation for surcharge load soil of subgrade |
| CN102776877A (en) * | 2012-08-22 | 2012-11-14 | 吉林大学 | Stepped vacuum drainage consolidation method for ultra-soft soil foundation |
| CN102926376A (en) * | 2012-11-15 | 2013-02-13 | 上海市政工程设计研究总院（集团）有限公司 | Treatment method for soft soil foundation in coastal reclamation region |
| CN103437337A (en) * | 2013-08-21 | 2013-12-11 | 国家电网公司 | Method for reinforcing soft soil foundation in cushion layer replacement mode |
| CN103469783A (en) * | 2013-10-04 | 2013-12-25 | 张荣森 | Method for reinforcing soft soil foundation |
| CN101736734B (en) * | 2009-12-31 | 2014-02-26 | 郭艳景 | Quick strengthening method of extremely soft sludge |
| CN104076131A (en) * | 2014-06-27 | 2014-10-01 | 中国地质科学院水文地质环境地质研究所 | Preloading multifunctional automatic testing system and method |
| CN104532824A (en) * | 2014-12-23 | 2015-04-22 | 浙江省水利水电勘测设计院 | Horizontal drainage system for vacuum preloading processing soft soil foundation |
| CN104711967A (en) * | 2015-03-30 | 2015-06-17 | 辽宁工程技术大学 | Method for carrying out combined vacuum preloading treatment on soft foundation by gravel piles |
| CN103628468B (en) * | 2013-12-24 | 2015-09-16 | 山东大学 | A kind of water penetration pile combined vacuum prepressing ground foundation treatment method |
| CN105220674A (en) * | 2014-05-29 | 2016-01-06 | 中交四航工程研究院有限公司 | Deep soft foundation reinforcing and processing method |
| CN105970907A (en) * | 2015-07-14 | 2016-09-28 | 中冶集团武汉勘察研究院有限公司 | Vacuum combined surcharge preloading and strong rammer drainage consolidating method for reinforcing soft soil rapidly |
| CN104947678B (en) * | 2014-03-28 | 2017-06-30 | 中国二十冶集团有限公司 | Mud boundary banding deep basal pit processing method |
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| CN101736734B (en) * | 2009-12-31 | 2014-02-26 | 郭艳景 | Quick strengthening method of extremely soft sludge |
| CN101831895B (en) * | 2010-03-18 | 2011-05-04 | 天津市市政工程设计研究院 | Method for determining soft soil foundation landfill site foundation treatment mode based on foundation bearing capacity |
| CN101831895A (en) * | 2010-03-18 | 2010-09-15 | 天津市市政工程设计研究院 | Method for determining soft soil foundation landfill site foundation treatment mode based on foundation bearing capacity |
| CN101806056A (en) * | 2010-04-28 | 2010-08-18 | 郭艳景 | Soft-soil foundation treatment method for controlling secondary consolidation settlement |
| CN101806056B (en) * | 2010-04-28 | 2011-07-20 | 郭艳景 | Soft-soil foundation treatment method for controlling secondary consolidation settlement |
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| CN101864761A (en) * | 2010-07-03 | 2010-10-20 | 朱奎 | Construction method for ramming soft soil foundation by low energy at negative pressure |
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| CN102720174A (en) * | 2012-06-08 | 2012-10-10 | 中国十七冶集团有限公司 | Method for treating high-filled foundation in deep silt region |
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| CN102767128A (en) * | 2012-08-14 | 2012-11-07 | 天津二十冶建设有限公司 | Construction method capable of controlling top surface elevation for surcharge load soil of subgrade |
| CN102776877A (en) * | 2012-08-22 | 2012-11-14 | 吉林大学 | Stepped vacuum drainage consolidation method for ultra-soft soil foundation |
| CN102776877B (en) * | 2012-08-22 | 2015-03-25 | 吉林大学 | Stepped vacuum drainage consolidation method for ultra-soft soil foundation |
| CN102926376A (en) * | 2012-11-15 | 2013-02-13 | 上海市政工程设计研究总院（集团）有限公司 | Treatment method for soft soil foundation in coastal reclamation region |
| CN103437337A (en) * | 2013-08-21 | 2013-12-11 | 国家电网公司 | Method for reinforcing soft soil foundation in cushion layer replacement mode |
| CN103469783A (en) * | 2013-10-04 | 2013-12-25 | 张荣森 | Method for reinforcing soft soil foundation |
| CN103469783B (en) * | 2013-10-04 | 2015-05-27 | 温州泓呈祥科技有限公司 | Method for reinforcing soft soil foundation |
| CN103628468B (en) * | 2013-12-24 | 2015-09-16 | 山东大学 | A kind of water penetration pile combined vacuum prepressing ground foundation treatment method |
| CN104947678B (en) * | 2014-03-28 | 2017-06-30 | 中国二十冶集团有限公司 | Mud boundary banding deep basal pit processing method |
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