CN103628468A - Foundation treatment method adopting water penetration pile in combination with vacuum preloading - Google Patents
Foundation treatment method adopting water penetration pile in combination with vacuum preloading Download PDFInfo
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- CN103628468A CN103628468A CN201310720910.2A CN201310720910A CN103628468A CN 103628468 A CN103628468 A CN 103628468A CN 201310720910 A CN201310720910 A CN 201310720910A CN 103628468 A CN103628468 A CN 103628468A
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Abstract
The invention discloses a foundation treatment method adopting a water penetration pile in combination with vacuum preloading. The foundation treatment method comprises the following steps: (1) fabricating the water penetration pile, wherein a pile body of the water penetration pile is a hollow tubular pile and provided with a pile cap; (2) blocking a treatment area of a foundation, forming a zone with a plurality of adjacent single blocks, carrying out synchronous construction on all the blocks during vacuum preloading, and carrying out a flow process between the zones; (3) driving the prefabricated water penetration pile in the foundation in a preloading zone, and fully spreading a sand cushion in a preloading area; (4) laying a vacuum pipe network; (5) paving a sealing film on the surface of the flattened sand cushion for a plurality of times; (6) digging out a seal trench in the periphery of an reinforcement zone, and vertically inserting the edge of the sealing film into weak soil along the inner wall of the seal trench and paving the film at the bottom of the trench flatly; and (7) carrying out vacuumizing and tightening the pile cap. As the water penetration pile is high in rigidity and strength, and good in water penetration performance, the pore water pressure and the settlement respectively accumulated in the foundation treatment process are low, and correspondingly, the post-construction settlement of the foundation is reduced; the bearing strength of the foundation is also improved.
Description
Technical field
The present invention proposes a kind of method of utilizing permeable stake combined vacuum precompressed Ground Treatment, belong to field of civil engineering.
Background technology
In recent years, occurred a large amount of Soft Foundation Projects Usings, ground is processed general by plastic draining board-vacuum method, first inserts band drain and carries out vacuum preloading again, but there is the problems such as plastic draining board in work progress easily stops up, work groundwork bearing capacity is inadequate in this method; Or with plastic draining board-preloading, process, first insert band drain and carry out piling prepressing again, still, this method exists construction quality to be difficult to control, far the problems such as heap material containing cost is high, construction period is long are transported on way.
Summary of the invention
The shortcoming existing in order to solve prior art, the present invention proposes a kind of novel method for processing foundation that utilizes permeable stake combined vacuum precompressed Ground Treatment, advantage in conjunction with permeable pile composite foundation and vacuum method, make to process soft foundation later and both there is high supporting capacity and water permeable ability, reduced again settlement after construction, and raising efficiency of construction, Foundation Treatment Effect is obvious.
The technical solution used in the present invention is as follows:
A kind of permeable stake combined vacuum prepressing ground foundation treatment method:
Step (1) makes permeable stake, and pile body is hollow pile tube, with pile cover, and pile cover water-permeable and air permeable;
Step (2) is by the processing region piecemeal of ground, and adjacent a plurality of monolithics form Yi Ge district, while carrying out vacuum preloading, between each piece synchronous construction ，Ge district, carry out continuous productive process;
Step (3) is squeezed into prefabricated permeable stake in precompressed zone ground, does not first cover pile cover, by geotextiles, builds; Full sanding bed course in precompressed zone; Sand cushion layering is laid, therebetween sandwiched geo-grid;
Step (4) is arranged vacuum pipe network; On sand cushion, lay vacuum pipe network, and ditching is all imbedded the tube coupling of vacuum pipe network in layer of sand on the spot, and by membrane device, vacuum pipe network is connected with vacuum drainage pump;
Step (5) is laid on smooth good sand cushion surface by diaphragm seal gradation, divides into non-woven geotextile protected on diaphragm seal;
Step (6) digs sealing ditch in the region surrounding that lays diaphragm seal; Sealing ditch mainly plays peripheral sealing effect, and diaphragm seal film edge sealing ditch inwall is vertically inserted to weak soil and is laid in bottom of trench, with clay or mud backfill, and carries out compacting;
After step (7) ditch ground compacting to be sealed, start to vacuumize, under maintenance film, more than vacuum 75KPa, vacuumize continuously 3～4 months, ground average degree of consolidation can reach more than 80%, builds pile cover.
In described step (1), strength of the mixing pile is 15MPa～30MPa, and transmission coefficient is 0.01mm/s～5.4mm/s, and 350～600mm is got in stake footpath, and pile wall thickness is got 100～200mm, and pile body length is 10 m～20 m.
Every of described step (2) is pressed 3 * 104 m
2～4 * 104 m
2cut apart, adjacent 6～8 monolithics form Yi Ge district.
In described step (3), prefabricated permeable stake is squeezed in precompressed zone ground, its spacing is 1.2～1.5 m.
In described step (3), the thickness of sand cushion is 50 cm～80 cm, and wherein, coarse sand (mud content≤3%) is main.
The middle pipe network of described step (4) comprises supervisor and a chimney filter, and described supervisor adopts reducing tee, four-way to be connected with propping up between chimney filter, and with the docking employing twine sebific duct connection of caliber, end pipe arranges shutoff.
Described supervisor and a chimney filter are selected PVC plastic pipe, supervisor's caliber is 70 mm～90 mm, and wall thickness is 2.4 mm～3.5 mm, chimney filter caliber 50 mm～60 mm, wall thickness is 2.0 mm～2.5 mm, and wraps up in filtration material (as non-woven geotextile cloth cover) outward.
In described step (5), diaphragm seal material is sealing and good toughness, anti-penetration capacity and the strong polyvinyl chloride geomembrane of ageing resistance, and diaphragm seal is established 2 layers～3 layers.
The degree of depth of the sealing ditch that described step (6) is described is 2～3 m.
Described stake footpath refers to the diameter of pile body.Supervisor's caliber refers to predominant tube diameter.Prop up chimney filter caliber and refer to a chimney filter diameter.
Operating principle of the present invention is as follows:
(1) reinforcement mechanism of vacuum preloading is in the situation that imposed load is constant, by vacuumizing, the soil body under reinforcing area diaphragm seal is applied to fluid pressure (negative pressure), and by transmitting the pore media of fluid pressure, in the short period of time by its role and influence from the close-by examples to those far off to extending apart from compare Yuan position, border, progressively set up new dynamic equilibrium.In forming the process of dynamic equilibrium, the soil body is fixed faster.By lay sand cushion on soft foundation, and vertical drainage passage (sand drain or plastic draining board) is set, cover again air-locked film thereon and form a sealant, then with vacuum pump, bleed, make drainage channel keep higher vacuum, in native pore water, produce negative pore water pressure, pore water is sucked out gradually, thereby makes the soil body reach fixed.
(2) permeable stake has good water permeability, transmission coefficient is larger, and drainage speed is fast, can be used as vertical drainage body and squeezes into soft foundation formation drainage channel, discharge fast the pore water that ground produces in work progress and settlement after construction process, thereby dissipate super quiet interstitial hydraulic pressure.Water permeability stake not only water permeability is strong, and strength and stiffness are high, and this makes together with the transmission of overlying burden power in pile body and the discharging consolidation PROCESS COUPLING of ground, mutually promote, both accelerate ground consolidation speed, reduced settlement after construction, improved again bearing capacity of foundation soil.
(3) method for processing foundation of permeable pile composite foundation combined vacuum precompressed can large area, high efficiency soft ground treatment, see Fig. 1, squeeze into the permeable stake pore water in drainage foundation soil under the effect of extraneous vacuum drainage pump in ground, the excess pore water pressure producing in ground in dissipation ground processing procedure, accelerates soil solidifying sedimentation.Because the Rigidity and strength of water permeability stake is large, and good water permeability, make the pore water pressure and the sedimentation that in ground processing procedure, accumulate less, reduce accordingly the settlement after construction of ground, and improved foundation bearing intensity.Meanwhile, due to the good water permeability of water permeability stake, can well prevent seismic foundation liquefaction.
Accompanying drawing explanation
The permeable stake of Fig. 1 combined vacuum prepressing ground foundation treatment method schematic diagram;
In figure: 1 permeable stake, 2 vacuum drainage pumps, 3 vacuum pipe networks, 4 diaphragm seals, 5 sand cushions, 6 sealing ditches.
The specific embodiment
The specific embodiment of the present invention is as follows:
Step (1) makes permeable stake 1, and pile body is hollow pile tube, with pile cover, and pile cover water-permeable and air permeable; Strength of the mixing pile is 15MPa～30MPa, and transmission coefficient is 0.01mm/s～5.4mm/s, and 350～600mm is got in stake footpath, and pile wall thickness is got 100～200mm, and pile body length is 10 m～20 m.
Step (2), by the processing region piecemeal of ground, is cut apart by 3 * 104 m2～4 * 104 m2 for every, and adjacent 6～8 monolithics form Yi Ge district, while carrying out vacuum preloading, between each piece synchronous construction ，Ge district, carry out continuous productive process.
Step (3) is squeezed into prefabricated permeable stake in precompressed zone ground, and spacing is 1.2～1.5 m, does not first cover pile cover, by geotextiles, builds.Full sanding bed course in precompressed zone, thickness is 50 cm～80 cm, take medium coarse sand (mud content≤3%) as main.Sand cushion 5 layerings are laid, therebetween sandwiched geo-grid.
Step (4) is arranged vacuum pipe network 3, this pipe network forms by being responsible for and propping up chimney filter, select and there is some strength and flexible PVC plastic pipe, supervisor's caliber is 70 mm～90 mm, wall thickness is not less than 2.4 mm, prop up chimney filter caliber 50 mm～60 mm, wall thickness is not less than 2.0 mm, and wraps up in filtration material (as non-woven geotextile cloth cover) outward.Supervisor adopts reducing tee, four-way to be connected with propping up between chimney filter, with the docking employing twine sebific duct connection of caliber.End pipe arranges shutoff.On sand cushion, lay, connect after vacuum pipe network, ditching is all imbedded tube coupling in layer of sand on the spot, and by membrane device, pipe network is connected with vacuum drainage pump 2.
Step (5) diaphragm seal 4 materials are sealing and good toughness, anti-penetration capacity and the strong polyvinyl chloride geomembrane of ageing resistance, and diaphragm seal is established 2 layers～3 layers, and gradation is laid on smooth good sand cushion surface, divides into non-woven geotextile protected on diaphragm seal.
Step (6) digs sealing ditch 6 in the surrounding of closing on of stabilization zone, and the degree of depth is 2～3 m.Sealing ditch mainly plays peripheral sealing effect, diaphragm seal film edge sealing ditch inwall is vertically inserted to weak soil and is laid in bottom of trench, with clay or mud backfill.
Step (7) starts to vacuumize, and under maintenance film, more than vacuum 75KPa, vacuumizes continuously 3～4 months, and ground average degree of consolidation can reach more than 80%, builds pile cover.
instantiation one:
Certain harbour treatment of soft foundation project, need carry out sea reclamation and expand harbour area, and after bearing capacity of foundation soil reaches requirement, build Container Yard.This Scale Sea Reclamation Project is built up by hydraulic reclamation on seashore original base, geological condition is plain fill, barged-in fill from top to bottom, contains mud medium sand, contains gravel silty clay and argillaceous sandstone, because lower sleeping mud is thicker, cause that treatment of soft foundation scope is wide, difficulty is large, whole investment is difficult to control.So, be the reduction of erection time, reduce settlement amount after construction, can adopt the precompressed of permeable stake combined vacuum to process marine soft soil foundation improvement.
Permeable pile body adopts pile tube to arrange, length 10 m～20 m, and pile body compressive strength is not less than 15MPa, and transmission coefficient is not less than 0.01mm/s.Divide ground stabilization region, every by 3 * 10
4m
2～4 * 10
4m
2cut apart, adjacent 6～8 monolithics form Yi Ge district, by pile driver, pile body are pressed into ground, full sanding bed course in precompressed zone, and thickness is 50 cm～80 cm, take medium coarse sand as main.
Arrange vacuum pipe network, supervisor's caliber is 70 mm～90 mm, and wall thickness is not less than 2.4 mm, prop up chimney filter caliber 50 mm～60 mm, wall thickness is not less than 2.0 mm, and supervisor adopts reducing tee, four-way to be connected with propping up between chimney filter, with the docking employing twine sebific duct connection of caliber.End pipe arranges shutoff.On sand cushion, lay, connect after vacuum pipe network, ditching is all imbedded tube coupling in layer of sand on the spot, and by membrane device, pipe network is connected with vacuum drainage pump.Complete diaphragm seal, the sealing ditch good seal by precompressed area peripheral edge, starts to vacuumize, and under film, vacuum reaches after 75KPa, vacuumizes continuously 3～4 months, reaches the degree of consolidation needing, and builds pile cover.
During construction, all pile body error of perpendicularitys are not more than 1.5%.All pile body diameters are identical, and according to engineering actual conditions, 350～600mm is got in stake footpath, pile wall thickness 100～200mm, and pile body spacing is 1.2～1.5 m.
Construct front place needs clear list processing, carries out " three supplies and one leveling " work.
instantiation two:
Certain Seaside road project, ground is banketed and the forming containing mud medium sand and dunn bass sedentary product of hydraulic reclamation silt particle (sea reclamation before half a year) and lower floor by the rubble on upper strata, for typical soft foundation, this ground water content is large, compressibilty is large, and intensity is low, poor permeability, and there is inhomogeneities, therefore can adopt the precompressed of permeable stake combined vacuum to deal with the work to this ground.
Permeable pile body adopts pile tube to arrange, length 10 m～20 m, and pile body compressive strength is not less than 15MPa, and transmission coefficient is not less than 0.01mm/s.Divide ground stabilization region, every by 3 * 10
4m
2～4 * 10
4m
2cut apart, adjacent 6～8 monolithics form Yi Ge district, by pile driver, pile body are pressed into ground, full sanding bed course in precompressed zone, and thickness is 50 cm～80 cm, take medium coarse sand as main.
Arrange vacuum pipe network, supervisor's caliber is 70 mm～90 mm, and wall thickness is not less than 2.4 mm, prop up chimney filter caliber 50 mm～60 mm, wall thickness is not less than 2.0 mm, and supervisor adopts reducing tee, four-way to be connected with propping up between chimney filter, with the docking employing twine sebific duct connection of caliber.End pipe arranges shutoff.On sand cushion, lay, connect after vacuum pipe network, ditching is all imbedded tube coupling in layer of sand on the spot, and by membrane device, pipe network is connected with vacuum drainage pump.Complete diaphragm seal, the sealing ditch good seal by precompressed area peripheral edge, starts to vacuumize, and under film, vacuum reaches after 75KPa, vacuumizes continuously 3～4 months, reaches the degree of consolidation needing, and builds pile cover.
During construction, all pile body error of perpendicularitys are not more than 1.5%.All pile body diameters are identical, and according to engineering actual conditions, 300～800mm is got in stake footpath, pile wall thickness 100～300mm, and determining of pilespacing should meet foundation settlement and requirement for bearing capacity.
Construct front place needs clear list processing, carries out " three supplies and one leveling " work.
Claims (9)
1. a permeable stake combined vacuum prepressing ground foundation treatment method, is characterized in that, comprises the following steps:
Step (1) makes permeable stake, and pile body is hollow pile tube, with pile cover, and pile cover water-permeable and air permeable;
Step (2) is by the processing region piecemeal of ground, and adjacent a plurality of monolithics form Yi Ge district, while carrying out vacuum preloading, between each piece synchronous construction ，Ge district, carry out continuous productive process;
Step (3) is squeezed into prefabricated permeable stake in precompressed zone ground, does not first cover pile cover, by geotextiles, builds; Full sanding bed course in precompressed zone; Sand cushion layering is laid, therebetween sandwiched geo-grid;
Step (4) is arranged vacuum pipe network; On sand cushion, lay vacuum pipe network, and ditching is all imbedded the tube coupling of vacuum pipe network in layer of sand on the spot, and by membrane device, vacuum pipe network is connected with vacuum drainage pump;
Step (5) is laid on smooth good sand cushion surface by diaphragm seal gradation, and diaphragm seal is upper and lower establishes non-woven geotextile protected;
Step (6) digs sealing ditch in the region surrounding that lays diaphragm seal; Sealing ditch mainly plays peripheral sealing effect, and diaphragm seal film edge sealing ditch inwall is vertically inserted to weak soil and is laid in bottom of trench, with clay or mud backfill, and carries out compacting;
After step (7) ditch ground compacting to be sealed, start to vacuumize, under maintenance film, more than vacuum 75KPa, vacuumize continuously 3～4 months, ground average degree of consolidation can reach more than 80%, builds pile cover.
2. the permeable stake combined vacuum prepressing ground foundation treatment method as described in right 1, it is characterized in that, in described step (1), strength of the mixing pile is 15MPa～30MPa, transmission coefficient is 0.01mm/s～5.4mm/s, 350～600mm is got in stake footpath, pile wall thickness is got 100～200mm, and pile body length is 10 m～20 m.
3. the permeable stake combined vacuum prepressing ground foundation treatment method as described in right 1, is characterized in that, every of described step (2) is pressed 3 * 104 m
2～4 * 104 m
2cut apart, adjacent 6～8 monolithics form Yi Ge district.
4. the permeable stake combined vacuum prepressing ground foundation treatment method as described in right 1, is characterized in that, in described step (3), prefabricated permeable stake is squeezed in precompressed zone ground, its spacing is 1.2～1.5 m.
5. the permeable stake combined vacuum prepressing ground foundation treatment method as described in right 1, is characterized in that, in described step (3), the thickness of sand cushion is 50 cm～80 cm, and wherein, the medium coarse sand content in sand cushion is more than 95%.
6. the permeable stake combined vacuum prepressing ground foundation treatment method as described in right 1, it is characterized in that, in described step (4), pipe network comprises supervisor and a chimney filter, described supervisor adopts reducing tee, four-way to be connected with propping up between chimney filter, docking with caliber adopts twine sebific duct to connect, and end pipe arranges shutoff.
7. the permeable stake combined vacuum prepressing ground foundation treatment method as described in right 6, it is characterized in that, described supervisor and a chimney filter are selected PVC plastic pipe, supervisor's caliber is 70 mm～90 mm, wall thickness is 2.4 mm～3.5 mm, chimney filter caliber 50 mm～60 mm, wall thickness is 2.0 mm～2.5 mm, and supervisor and a chimney filter are wrapped up in filtration material outward.
8. the permeable stake combined vacuum prepressing ground foundation treatment method as described in right 1, it is characterized in that, in described step (5), diaphragm seal material is sealing and good toughness, anti-penetration capacity and the strong polyvinyl chloride geomembrane of ageing resistance, and diaphragm seal is established 2 layers～3 layers.
9. the permeable stake combined vacuum prepressing ground foundation treatment method as described in right 1, is characterized in that, the degree of depth of the sealing ditch that described step (6) is described is 2～3 m.
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