CN101021068A - Low-level prepressing drainage dynamic consolidating soft soil foundation processing method - Google Patents
Low-level prepressing drainage dynamic consolidating soft soil foundation processing method Download PDFInfo
- Publication number
- CN101021068A CN101021068A CN 200710020237 CN200710020237A CN101021068A CN 101021068 A CN101021068 A CN 101021068A CN 200710020237 CN200710020237 CN 200710020237 CN 200710020237 A CN200710020237 A CN 200710020237A CN 101021068 A CN101021068 A CN 101021068A
- Authority
- CN
- China
- Prior art keywords
- level
- soft soil
- prepressing
- low
- soil foundation
- Prior art date
- 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.)
- Pending
Links
Images
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The present invention discloses a soft soil foundation treatment construction method by adopting low-position precompressed dewatered dynamic compaction process. It is characterized by that said method includes the following steps: firstly, building horizontal dewatering network on the foundation surface; then placing vertical dewatering body in the soft soil layer, inserting said vertical dewatering body into the bottom portion of soft soil layer; setting water-collecting wells around the periphery of said soft soil foundation, and making them be communicated with water-collecting channel of precompressed zone edge; back-filling broken stone soil and rolling by layers.
Description
Technical field:
The present invention relates to the foundation treatment technology for construction work, is the new method that a kind of soil base is handled, and specifically, is a kind of low-level prepressing drainage dynamic consolidating " soft soil foundation processing method.
Background technology:
Existing method for processing foundation is bad to the treatment of soft foundation effect, and this has also directly influenced the build guality of building.As: the available dynamic consolidation, the processing soft soil degree of depth is little; Collecting well is outside the precompressed scope and be not easy to administer and maintain; Collecting well can not continue to use strong the rammer with the above ground structure phase; Settlement after construction is big.High vacuum compacting method, backfill (or sand) will be used intubate precipitation; Backfill is limited by particle diameter; Settlement after construction is big; The effluent cost height; Because of the limited crust layer intensity of the particle diameter that bankets not high.Close method is hit in low-position vacuum layering precompressed, needs the intubate draining; Backfill (or sand) is limited by particle diameter; Prepressing water discharge will adopt the vacuum pump draining and power cost is big; The cost height; Limited because of the particle diameter that bankets, the intensity of banketing is low.Piling prepressing is compared, and is long in time limit; The top layer modulus of resilience and intensity are low; Settlement after construction is big.Vacuum preloading is compared, and use the jet pump draining, the cost height; The top layer compactness is low and intensity is little; Settlement after construction is big.
Summary of the invention:
It is big to the purpose of this invention is to provide a kind of processing soft soil degree of depth, and the duration is short, the top layer modulus of resilience and intensity height, settlement after construction is little, cost height, the high and big low-level prepressing drainage dynamic consolidating of intensity of top layer compactness " soft soil foundation processing method.
Technical solution of the present invention is: a kind of low-level prepressing drainage dynamic consolidating " soft soil foundation processing method, it is characterized in that: at first construct the horizontal drainage network at foundation surface; Next is to arrange vertical drainage body in the weak soil layer, and makes it be inserted into weak soil layer bottom; Then, lay collecting well in the periphery, and make it to be communicated with the charge for remittance ditch at precompressed zone edge; Backfill gravelly soil again, and carry out layered rolling.
The process of constructing of the horizontal drainage network described in the present invention is: at first excavate ditch in length and breadth at foundation surface, and ditch middle berth medium sand, and imbed the chimney filter with holes that is interconnected, each mouth of pipe of chimney filter with holes extend in the charge for remittance ditch at precompressed edge; Lay the medium coarse sand bed course in whole place then.Ditch is to excavate on the place after smooth in length and breadth, and the spacing of ditch is 18～24 meters in length and breadth, and is dark 18～24 centimetres, wide 18～24 centimetres.The diameter of chimney filter with holes is 30～35 millimeters.The thickness of the medium coarse sand bed course of laying on the whole place is 400 millimeters; Mud content is less than 5%; The sand cushion width extends out 2～3 meters on the precompressed border.The vertical drainage body of arranging in the weak soil layer is to insert to beat plastic draining board in ground, and its upper end stays 30～40 centimetres to twine on level chimney filter with holes.The collecting well of laying in the periphery, diameter is 1 meter, the degree of depth is 1～1.5 meter; 0.3～0.4 meter thick grit loaded filter is established in the shaft bottom, after precompressed begins, the centrifugal pump discharge is installed in collecting well catchments.The thickness of backfill gravelly soil is 2～2.5 meters, and maximum particle diameter is not more than 3 millimeters, and carries out layered rolling for 1 meter by individual layer.Collecting well in strong rammer process and the continuation of insurance of above ground structure work progress relaying stay, finish just backfill until the above ground structure construction.
Beneficial effect of the present invention is: the processing soft soil degree of depth is big, and the duration is short, the top layer modulus of resilience and intensity height, and settlement after construction is little, the cost height, the top layer compactness is high and intensity is big.The present invention be one with low-level prepressing drainage and the strong Soft Ground novel construction method that combines that rams, its prepressing water discharge is different from vacuum preloading and piling prepressing, it is strong to ram precipitation and is different from the draining that strong rammer of vacuum well-point dewatering and High vacuum compacting method and low position vacuum preloading layering hit close method and rams by force, is applicable to the large tracts of land soft foundation engineering of backfill by stages.
The effect of comparing with existing correlation technique:
1) compare with Dynamic Drainage Consolidation Method, have:
A. the processing soft soil degree of depth is big;
B. collecting well is outside the precompressed scope and be convenient to administer and maintain;
C. collecting well can continue to use strong the rammer with the above ground structure phase;
D. the sedimentation of constructing is big, and settlement after construction is little.
2) compare with High vacuum compacting method, have:
A. backfill (or sand) is without intubate precipitation;
B. backfill is not limited by particle diameter because of intubate draining not;
C. it is minimum can reducing the water content in deep layer (8m the is following) weak soil and control settlement after construction;
D. effluent cost is very low; Because of the particle diameter that bankets does not limit crust layer intensity higher.
3) hit close method with low-position vacuum layering precompressed and compare, have:
A. need not the intubate draining and ram by force;
B. backfill (or sand) is not limited by particle diameter because of intubate draining not;
C. prepressing water discharge does not adopt the vacuum pump draining and can greatly save power cost;
D. cost is low;
E. do not limit because of the particle diameter that bankets, can make the intensity of banketing behind the strong rammer higher.
4) compare with piling prepressing, have:
A. the duration is short;
B. the top layer modulus of resilience and intensity height;
C. settlement after construction is little.
5) compare with vacuum preloading, have:
A. without the jet pump draining, cost low (＞2/3);
B. top layer compactness height and intensity are big;
Settlement after construction is littler.
The present invention is described in further detail below in conjunction with drawings and Examples:
Description of drawings:
Accompanying drawing is a kind of low-level prepressing drainage dynamic consolidating of the present invention " the mode standard figure of soft soil foundation processing method.
The specific embodiment:
Accompanying drawing has been described one embodiment of the present of invention.Among the figure: 1 is the back-filling in layers material; 2 is horizontal drain pipe; 3 is vertical drainage body (plastic draining board); 4 is strong the rammer; 5 is geotextiles; 6 is the medium coarse sand bed course; 7 is collecting well; 8 is the weak soil layer; 9 is hardpan.
Adopting low-level prepressing drainage dynamic consolidating is with solving:
Low-level prepressing is discharged to underground water the sand cushion from the weak soil that underlies; Prevent because of the water in the sand cushion in time discharge under capillarity and pressure effect, make banket saturated; Making bankets rams and the acquisition maximum density by force under the optimum moisture content condition; Fill stratum can become the crust layer of overconsolidation fast and satisfy the requirement for bearing capacity of design and make down weak soil for sleeping in satisfy the settlement after construction requirement; Low-level prepressing drainage continues to use in the time of can being left to the surface structures construction, the surface structures construction is become load the precompressed process, thereby further reduce the settlement after construction of substratum; The present invention can be provided with drainage measure again and can directly ram by force thick banketing, thus not only the reduction of erection time, but also be not subjected to the particle diameter restriction reduction cost of can gathering materials on the spot because of banketing.
The basic scheme of low-level prepressing drainage dynamic consolidating soft soil foundation processing method is:
6) at the medium coarse sand bed course of handling ground backfill 0.5m, insert vertical drainage body (plastic draining board or sand drain) then, plastic draining board upper end reserved outlet (being about 0.4m) is linked to each other with horizontal drain pipe in being embedded in sand cushion;
7) on sand cushion, lay 1～2 layer of geotextiles (clay that prevents to banket is sneaked in the sand cushion);
8) passing sand cushion in place sand cushion outer rim setting reaches the dark collecting well (loaded filter should be established in the shaft bottom) of 1.0～1.5m in the following weak soil for sleeping in and collects the water in the sand cushion internal drainage pipe and drain with submersible pump;
9) backfill (or sand) on the geotextiles of sand cushion, banket thickness and backfill speed are same as piling prepressing, (the backfill thickness in monolayer＜1m), the backfill gross thickness adds budget construction settling amount by design elevation but answer layered rolling in backfilling process.Utilize the backfill loading to carry out precompressed for prefabricating load, the pore water in the weak soil that will underlie drains in the sand cushion by vertical drainage body, and the gutter in sand cushion imports collecting well and discharges then, makes the precompressed water level be lower than geotextiles all the time;
10) carry out the foundation soil settlement observation in the precompressed process, predict about 80% of settling amount when the accumulative total settling amount reaches, last five rates of settling are rammed by force by design parameters all less than stopping precompressed behind the 2mm/d.Strong rammer process is to the closely knit consolidation process of banketing, also be that shock wave load by strong rammer impels vertical drainage body to continue draining and makes the process of the further discharging consolidation of weak soil, the soft soil consolidation degree that can make strong rammer influence the degree of depth reaches more than 85%, thereby satisfies the requirement of bearing capacity and settlement after construction.
Vertical drainage body among the present invention is inserted into weak soil layer bottom; Well depth 1.0～the 1.5m that catchments, well casing adopts pipe of cement; Collecting well is not less than 5m beyond should being arranged on the preloading border of banketing, and uses the pipe laying sand furrow of dark about 20cm to link to each other with sand cushion; The every layer thickness of backfill is 2～2.5m, lower floor do not contain＞and the particle diameter Coarse Aggregate of 0.5cm, the layered rolling filler; Packed height and the strong energy that rams are decided by requirement for bearing capacity; Squeeze time is determined by the settling amount and the S-t subsidence curve of settlement observation; Collecting well quantity is by 1/5000m
2Arrange that the centrifugal pump size of drawing water is pressed the sand cushion displacement and decided.
Dark 20cm, wide 20cm ditch is in length and breadth excavated with the 20m spacing in the at first smooth place of the present invention, ditch middle berth medium sand, and imbed φ 32mmPVC chimney filter with holes, and lying pipe is interconnected and forms the horizontal drainage network in length and breadth, and each mouth of pipe extend in the charge for remittance ditch at precompressed edge.The thick medium coarse sand bed course (mud content is less than 5%) of 400mm is laid in whole place, and the sand cushion width should extend out 2～3m on the precompressed border.
Insert and beat plastic draining board, the thickness of soft soil that its length is handled by need is decided, and generally should reach weak soil layer base plate, and the upper end stays 30～40cm to twine on the horizontal drainage pvc pipe.
On sand cushion, lay 2 layers of geotextiles, stop up sand cushion to cover the clay that bankets on preventing.
Lay the collecting well of D=1.0m, h=1.0～1.5m in the sand cushion periphery, and be communicated with the charge for remittance ditch at precompressed zone edge, the thick sand gravel loaded filter of 0.3～0.4m should be established in the shaft bottom.After precompressed begins, in collecting well, install the centrifugal pump discharge and catchment.
By every 2500m
2The sedimentation stake is arranged in the requirement of a settlement observation point, measures the stake position, sets up and surveys district's settlement observation net.
Backfill thickness 2.0～2.5m, maximum particle diameter are not more than the gravelly soil of 3mm, and carry out layered rolling by individual layer 1.0m.Carry out precompressed, observation soil body settling amount when settling amount tends towards stability, carries out the layered rolling second time.Add high fill 2.0m, the particle diameter that bankets can contain the rubble between 3～5mm.Proceed precompressed and gradation and add high fill up to the preloading design elevation.
Constant voltage after the depth of fill reaches design elevation, when the S-t curve steady fully, last 5 settling amounts all≤stop precompressed behind the 2mm.
, adopts suitable tamping energy, ram pass, grid spacing, every rammer clicks ram by force the compactness and the requirement for bearing capacity of foundation soil by design, and continue the water in the discharge collecting well.Behind the strong rammer of prepressing water discharge, be lower than design elevation as ground level, then backfill is carried out layered rolling to design elevation.The examination of after curing time, handing over.
Still have water to discharge in above ground structure construction period such as sand cushion, then collecting well continues to use as catch pit, finishes back backfill (also needing subgrade to handle as adjacent plot can utilize) up to construction.
Claims (9)
1, a kind of low-level prepressing drainage dynamic consolidating " soft soil foundation processing method, it is characterized in that: at first construct the horizontal drainage network at foundation surface; Next is to arrange vertical drainage body in the weak soil layer, and makes it be inserted into weak soil layer bottom; Then, lay collecting well in the periphery, and make it to be communicated with the charge for remittance ditch at precompressed zone edge; Backfill gravelly soil again, and carry out layered rolling.
2, low-level prepressing drainage dynamic consolidating soft soil foundation processing method according to claim 1, it is characterized in that: the process of constructing of horizontal drainage network is: at first excavate ditch in length and breadth at foundation surface, ditch middle berth medium sand, and imbed the chimney filter with holes that is interconnected, each mouth of pipe of chimney filter with holes extend in the charge for remittance ditch at precompressed edge; Lay the medium coarse sand bed course in whole place then.
3, low-level prepressing drainage dynamic consolidating soft soil foundation processing method according to claim 2 is characterized in that: ditch is to excavate on the place after smooth in length and breadth, and the spacing of ditch is 18～24 meters in length and breadth, and is dark 18～24 centimetres, wide 18～24 centimetres.
4, low-level prepressing drainage dynamic consolidating soft soil foundation processing method according to claim 2 is characterized in that: the diameter of chimney filter with holes is 30～35 millimeters.
5, low-level prepressing drainage dynamic consolidating soft soil foundation processing method according to claim 2 is characterized in that: the thickness of the medium coarse sand bed course of laying on the whole place is 400 millimeters; Mud content is less than 5%; The sand cushion width extends out 2～3 meters on the precompressed border.
6, according to claim 2,3,4 or 5 described low-level prepressing drainage dynamic consolidating soft soil foundation processing methods, it is characterized in that: the vertical drainage body of arranging in the weak soil layer, be to insert to beat plastic draining board in ground, its upper end stays 30～40 centimetres to twine on level chimney filter with holes.
7, according to claim 1,2,3,4 or 5 described low-level prepressing drainage dynamic consolidating soft soil foundation processing methods, it is characterized in that: the collecting well of laying in the periphery, diameter is 1 meter, the degree of depth is 1～1.5 meter; 0.3～0.4 meter thick grit loaded filter is established in the shaft bottom, after precompressed begins, the centrifugal pump discharge is installed in collecting well catchments.
8, according to claim 1,2,3,4 or 5 described low-level prepressing drainage dynamic consolidating soft soil foundation processing methods, it is characterized in that: the thickness of backfill gravelly soil is 2～2.5 meters, and maximum particle diameter is not more than 3 millimeters, and carries out layered rolling for 1 meter by individual layer.
9, according to claim 1,2,3,4 or 5 described low-level prepressing drainage dynamic consolidating soft soil foundation processing methods, it is characterized in that: collecting well in strong rammer process and the continuation of insurance of above ground structure work progress relaying stay, finish just backfill until the above ground structure construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200710020237 CN101021068A (en) | 2007-03-09 | 2007-03-09 | Low-level prepressing drainage dynamic consolidating soft soil foundation processing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200710020237 CN101021068A (en) | 2007-03-09 | 2007-03-09 | Low-level prepressing drainage dynamic consolidating soft soil foundation processing method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101021068A true CN101021068A (en) | 2007-08-22 |
Family
ID=38708939
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200710020237 Pending CN101021068A (en) | 2007-03-09 | 2007-03-09 | Low-level prepressing drainage dynamic consolidating soft soil foundation processing method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101021068A (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101377077B (en) * | 2007-08-29 | 2012-02-29 | 林佳栋 | Blowing, filling, stacking , loading, precipitating, pre-pressing and strong tamping combined soft soil foundation treating method |
| CN102644264A (en) * | 2011-02-16 | 2012-08-22 | 上海杰欧地基建筑科技有限公司 | Method for reinforcing soft soil foundation by adopting soft foundation light tamping mode |
| CN103290835A (en) * | 2012-02-24 | 2013-09-11 | 中国二十冶集团有限公司 | Transition soft foundation treatment method adopted by peat soil foundation |
| CN103321236A (en) * | 2013-06-25 | 2013-09-25 | 沈阳建筑大学 | Novel active drainage and drying technical device for foundation |
| CN103774639A (en) * | 2014-01-27 | 2014-05-07 | 中铁二十二局集团第一工程有限公司 | Preloading system and construction method |
| CN104141295A (en) * | 2013-05-07 | 2014-11-12 | 上海交通建设总承包有限公司 | Soft soil foundation combined treatment method |
| CN104749054A (en) * | 2015-03-13 | 2015-07-01 | 同济大学 | Three-dimensional controllable dynamic compaction simulated centrifuge testing mechanical arm device |
| CN111691251A (en) * | 2020-05-13 | 2020-09-22 | 中国路桥工程有限责任公司 | Treatment method for subgrade settlement in tropical zone |
| CN113047219A (en) * | 2021-04-13 | 2021-06-29 | 中国电力工程顾问集团西南电力设计院有限公司 | Foundation of soft soil foundation ash field initial dam and foundation construction method |
| CN114482002A (en) * | 2022-01-20 | 2022-05-13 | 曾国海 | Technology for processing deep soft soil foundation by vacuum preloading of low-permeability solidified soil composite membrane |
-
2007
- 2007-03-09 CN CN 200710020237 patent/CN101021068A/en active Pending
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101377077B (en) * | 2007-08-29 | 2012-02-29 | 林佳栋 | Blowing, filling, stacking , loading, precipitating, pre-pressing and strong tamping combined soft soil foundation treating method |
| CN102644264A (en) * | 2011-02-16 | 2012-08-22 | 上海杰欧地基建筑科技有限公司 | Method for reinforcing soft soil foundation by adopting soft foundation light tamping mode |
| CN102644264B (en) * | 2011-02-16 | 2014-07-16 | 上海杰欧地基建筑科技有限公司 | Method for reinforcing soft soil foundation by adopting soft foundation light tamping mode |
| CN103290835A (en) * | 2012-02-24 | 2013-09-11 | 中国二十冶集团有限公司 | Transition soft foundation treatment method adopted by peat soil foundation |
| CN104141295A (en) * | 2013-05-07 | 2014-11-12 | 上海交通建设总承包有限公司 | Soft soil foundation combined treatment method |
| CN104141295B (en) * | 2013-05-07 | 2017-03-15 | 上海交通建设总承包有限公司 | Soft soil foundation compounding method |
| CN103321236A (en) * | 2013-06-25 | 2013-09-25 | 沈阳建筑大学 | Novel active drainage and drying technical device for foundation |
| CN103774639A (en) * | 2014-01-27 | 2014-05-07 | 中铁二十二局集团第一工程有限公司 | Preloading system and construction method |
| CN104749054A (en) * | 2015-03-13 | 2015-07-01 | 同济大学 | Three-dimensional controllable dynamic compaction simulated centrifuge testing mechanical arm device |
| CN104749054B (en) * | 2015-03-13 | 2017-05-03 | 同济大学 | Three-dimensional controllable dynamic compaction simulated centrifuge testing mechanical arm device |
| CN111691251A (en) * | 2020-05-13 | 2020-09-22 | 中国路桥工程有限责任公司 | Treatment method for subgrade settlement in tropical zone |
| CN113047219A (en) * | 2021-04-13 | 2021-06-29 | 中国电力工程顾问集团西南电力设计院有限公司 | Foundation of soft soil foundation ash field initial dam and foundation construction method |
| CN114482002A (en) * | 2022-01-20 | 2022-05-13 | 曾国海 | Technology for processing deep soft soil foundation by vacuum preloading of low-permeability solidified soil composite membrane |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101021068A (en) | Low-level prepressing drainage dynamic consolidating soft soil foundation processing method | |
| CN101591904B (en) | Method for strengthening composite pile foundation by prepressing drainage and following grouting for drainage body | |
| CN102995599B (en) | Anti-freeze anti-seepage water diversion treatment method of collapsible loess water-conveyance canal | |
| CN104088208B (en) | A kind of wet and soft earth foundation processing method | |
| CN113445396B (en) | High-fill road foundation filling construction method for high liquid limit soil road section | |
| CN112921905A (en) | Construction method of novel initial dam suitable for upstream type tailing pond | |
| CN107859041B (en) | The construction method of collapsible loess zanjon high roadbed structure | |
| CN110820716A (en) | Method for dynamic compaction composite treatment of mucky soil foundation by gravel pile, drainage plate and upper filling body | |
| CN101377077B (en) | Blowing, filling, stacking , loading, precipitating, pre-pressing and strong tamping combined soft soil foundation treating method | |
| CN108060655A (en) | A kind of construction and its construction method of the face coombe hydroenergy storage station upper storage reservoir that is ringed on three sides by mountains | |
| CN107152012A (en) | Sluice construction technique | |
| Wong | Methods of resisting hydrostatic uplift in substructures | |
| CN110080232A (en) | A kind of deep basal pit earth-filling method of underground high water level | |
| CN201785743U (en) | Vacuum preloading consolidated soft soil foundation for combining sand wells and water discharging plates | |
| CN107881987A (en) | Deep covering layer top panel Rockfill Dam based moisture barrier structure | |
| CN114855762B (en) | Device and method for closing and sealing tailings pond | |
| CN106337422A (en) | Method for treating fill foundation of collapsible loess area | |
| CN103122631A (en) | Soft soil foundation preloading stamping reinforcement method | |
| CN112878301B (en) | Pre-soaking dynamic compaction treatment method for desert engineering foundation | |
| CN110438973A (en) | A kind of reinforcement means of soft foundation | |
| CN115419107A (en) | Soil piling structure for artificial mountain-shaped building in deformation sensitive area and construction method thereof | |
| CN112921904B (en) | A clay initial dam structure for upstream formula tailing storehouse | |
| CN108487331B (en) | Underground structure anti-floating system integrating gallery drainage and fertilizer groove seepage prevention | |
| CN219653420U (en) | A processing system for high soft roadbed that fills | |
| Wong | Design of substructures against hydrostatic uplift |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C12 | Rejection of a patent application after its publication | ||
| RJ01 | Rejection of invention patent application after publication |
Open date: 20070822 |