CN105862717B - Integral type well point plastic strip vacuum system - Google Patents
Integral type well point plastic strip vacuum system Download PDFInfo
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- CN105862717B CN105862717B CN201610379660.4A CN201610379660A CN105862717B CN 105862717 B CN105862717 B CN 105862717B CN 201610379660 A CN201610379660 A CN 201610379660A CN 105862717 B CN105862717 B CN 105862717B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0053—Production methods using suction or vacuum techniques
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- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
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- General Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
A kind of integral type well point plastic strip vacuum system of the present invention, it is characterised in that it includes that integral type well point plastic strip pipe carries out plugging the integral type well point plastic strip pipe network lattice that construction is formed；Integral type well point plastic strip pipe includes drain bar, connection box, well-point pipe and connecting tube, and the upper end of drain bar is connected by connecting the lower end of box and well-point pipe, and the upper end of well-point pipe and one end of connecting tube connect；Integral type well point plastic strip pipe Mesh connection manifold and vacuum pump form integral type well point plastic strip vacuum system.The present invention has the advantages that easy to operate, of low cost, construction effect is good.
Description
Technical field
The present invention relates to a kind of Treatment Methods of Soft Ground more particularly to a kind of integral type well point plastic strip vacuum systems.
Background technology
According to《Code for design of building》（GB5007-2011）7.1.1 it provides, soft foundation is meant mainly by becoming silted up
The ground that mud, muck soil, rinse fill, miscellaneous fill or other high-compressibility soil layers are constituted.Building is carried out on soft foundation to apply
Before work, need first to carry out consolidation process to soft foundation, conventional consolidation processing methods have following several：
One, conventional vacuum ground preloading, conventional vacuum ground preloading " land and river sea lakes and marhshes domain is underwater " soft soil foundation are equal
It needs to be laid with diaphragm seal, sand bedding course, but has the following disadvantages：
1, large area diaphragm seal difficulty of construction is big, and land vacuum preloading needs a large amount of artificial plastic film mulch mechanization degrees low, especially
It is that underwater vacuum precompression diaphragm seal is more difficult to construct；
2, pvc seals the low easy damaged gas leakage of film-strength, two layers of diaphragm seal, one layer of geotextiles cost height, searches air leakage point
Difficulty, sealing effect are bad；
3, a large amount of pvc diaphragm seals are not environmentally；
4, for earth's surface maximum up to negative pressure 80kPa, negative pressure is fast toward soil layer deep slippages under film, general to be transmitted often toward deep
Rice loss negative pressure 10kPa or so, the following soft soil vacuum preloading effect of 8 to 10 meters or so of earth's surface is poor, and effective reinforcement depth is shallow；
5, the in situ table of loading surface or backfill earth's surface, even if surface layer diaphragm seal is air tight, the stabilization zone surrounding shallow-layer soil body
Slow gas leakage can not still be ignored, and in the case of especially 90 days or so long time loadings, decline in level of ground water and add to a certain extent
Gu area's surrounding shallow soil body drain gas degree more causes anxiety.
Two, follow-on vacuum pre-press reinforcing has the following disadvantages：
1, sand bedding course is gone to be changed to the direct-connected plastic strip plate mode of hand-type connector, it is directly to transmit negative pressure mould to change indirect transfer negative pressure
Formula, but its there is still a need for diaphragm seals, peak suction loading surface is still in earth's surface；
2, serous fluid of dredger fill forms sealant or the direct-connected plastic strip of vacuum manifold and buries 1.5 meters or so or 3 meters of vacuum chimney filter underground
Left and right sides plastic uptake arranges replacement seal film, and 10 days vacuum preloading initial stages right-left seal is preferable, but as serous fluid of dredger fill dehydration consolidation is opened
It splits, level of ground water rapid decrease, sealing effect is had a greatly reduced quality；
3, reclaim fields from the sea ultra-soft soil can not mechanical execution, first do artificial plate shallow-layer plastic strip vacuum preloading, wait for that its ground is strong
Degree is suitble to mechanical execution, then does deep vacuum precompressed, reclaim fields from the sea ultra-soft soil vacuum preloading and conventional vacuum precompressed principle technique
Almost consistent, only artificial and machinery simple difference, process is more complex, and cost is high, efficiency is low；
90 days underground water level decreasings of vacuum preloading are typically only 1 ~ 3 meter, and practical application generally handles deep soft soil foundation, shallow
Layer is ineffective, theoretically reinforces groundwork bearing capacity and is generally 80kPa or so, and practical application superficial layer foundation bearing capacity is past
Toward too low or even only 30 ~ 50kPa.
Three, vacuum-dewatering joint dynamic consolidation construction has the following disadvantages：
1, Application of light well point precipitation+strong rammer
Traditional manifold and branch pipe, general 6 meters of branch pipe depth, well point spacing is generally 4*4m, using vacuum-dewatering, only drops
Water or precipitating, pre-pressing function cannot have both vacuum preloading negative pressure consolidation simultaneously since the depth as shallow spacing big time is short；
2, tube well dewatering or deep-well precipitation+strong rammer
Traditional manifold and branch pipe, pipe well use immersible pump gravity precipitation, and deep-well precipitation is using immersible pump gravity precipitation and very
The mode that airborne water combines, well-point arrangement spacing bigger, general 15*15m, thick and thin processing mode lay particular emphasis on precipitation, due to
The spacing excessive time is short cannot to have both vacuum preloading negative pressure consolidation simultaneously；
Dewatering dynamic compaction Ground Treatment because precipitation is thick layouting of dredging in short term（30 days or so）Processing mode is suitable only for shallow-layer
Processing；
The presence of above all methods can improve and optimize place.
Invention content
The purpose of the present invention is to overcome the above shortcomings and to provide a kind of easy to operate, of low cost, construction effect it is good one
Body formula well point plastic strip vacuum system.
The object of the present invention is achieved like this：
A kind of integral type well point plastic strip vacuum system, it is characterised in that it includes that integral type well point plastic strip pipe plug applying
The integral type well point plastic strip pipe network lattice that work is formed；Integral type well point plastic strip pipe includes drain bar, connection box, well-point pipe and connection
The upper end of pipe, drain bar is connected by connecting the lower end of box and well-point pipe, and the upper end of well-point pipe and one end of connecting tube connect；One
Body formula well point plastic strip pipe Mesh connection manifold and vacuum pump form integral type well point plastic strip vacuum system.
Drain bar includes the filter membrane of internal core plate and core plate periphery, and it is logical that draining is formed between the core plate and filter membrane
Road, the core plate are made of non-degradable material or material difficult to degrade, and the filter membrane is made of degradation material.
Core plate includes the main gusset and the more longitudinally spaced secondary gussets being arranged in before and after main gusset of a lateral arrangement,
The gap formed between main ribs plate, secondary gusset and filter membrane is drainage channel.
The connecting tube is wired hose, and connecting tube includes hose and the spiral wire of Lining Hose.
The transverse tube is segmented by multiple transverse tubes and mostly logical linkage section is formed by connecting, and is passed through between two neighboring transverse tube segmentation
Mostly logical linkage section is attached.
Mostly logical linkage section uses eight logical linkage sections, and eight logical linkage sections include linkage section main body, the left and right two of linkage section main body
End is respectively arranged with transverse tube segmentation interface, is forwardly and rearwardly respectively set in linkage section main body there are three interface tube is connected, even
The adjacent connecting tube of take over interface is attached, and transverse tube is segmented the adjacent transverse tube segmentation connection of interface.
The transverse tube segmentation includes a necking section and straight pipe, the distance of the necking section that the same transverse tube is segmented to longitudinal tubule (L tubule)
Than the distance of straight pipe to longitudinal tubule (L tubule).
The longitudinal tubule (L tubule) is segmented by multiple longitudinal tubule (L tubule)s and three-way connection is formed by connecting, and two neighboring longitudinal tubule (L tubule) segmentation is connected by three
Head connection, the third interface of three-way connection connect the transverse tube closed on, check valve are additionally provided in longitudinal tubule (L tubule) segmentation.
The total pipe surface earthing work cloth and diaphragm seal of integral type well point plastic strip vacuum system.
Compared with prior art, the beneficial effects of the invention are as follows：
1, sealing system improves one：
Cancel sand bedding course, by the way that the shallow-layer soil body at the well-point pipe of integral type well point plastic strip vacuum system to be used as under overlay film
First of critical seal layer；Sealing effect is good, and construction is simple is reliable, saves material；
2, sealing system improves two：
Setting identical as conventional vacuum precompressed sealing system, diaphragm seal containing geotextiles and mud sealing curtain；
3, sealing system improves three：
Region surface to be reinforced in cofferdam covers water-stop, forms the third road sealant under overlay film；
4, sealing system improves four
Diaphragm seal indentation sealing postsulcal part point is backfilling and compacted, and sealing ditch, which is poured water, to be ensured to seal ditch leakproofness, forms the 4th
Sealing；
5, Vacuum Loading System improves one：
Conventional vacuum precompressed, the load of 80KPa negative pressure of vacuum is each provided at earth's surface, and after improvement, 80KPa negative pressure maximum values are located at ground
The following shallow-layer soil body of table and deep soil junction, are improved centainly by improving vacuum preloading effective reinforcement depth theoretically
Depth（The depth of first of sealant i.e. the shallow-layer soil body）, while reducing and waiting for reinforcing area surrounding shallow-layer sealing effect not
The good negative effect brought；
6, Vacuum Loading System improves two：
Conventional vacuum precompressed use etc. carries compression system, in addition to early period is formed to check leaking source and slow down plastic strip earth pillar
Turn on pump rate 60% ~ 80%, later stage maintain negative pressure is energy saving also turn on pump rate to be maintained to be not less than 80%, and other situations were both unchanged, improved
Afterwards, using hierarchical loading, until settling stabilization under this grade of negative pressure load, level-one load level is then improved again and continues to add
Pressure recycles successively until stablizing, and steps up zone negative pressure to be reinforced to maximum value, is similar to static load test hierarchical loading,
Also the work progress of construction multistage loadings is simulated, consolidation pattern is loaded for allergic effect power path, in practice it has proved that, conventional vacuum
Although realizing earth's surface negative pressure 80kPa load levels, it is full that the following different depth soil body of earth's surface reaches far away 80kPa or more for precompressed
Load state, this is a larger mistaken ideas, theoretically can be by infinitely increasing vacuum pump quantity by hierarchical loading after improvement
Realize that the different depth soil body reaches the fully loaded negative pressure reinforcing state of theoretical limit 80kPa or more.This improvement greatly improves
Vacuum preloading limit consolidation effect, and conventional vacuum precompressed is difficult to infinitely improve vacuum pump quantity realization hierarchical loading,
The reason is that：First, the more difficult random increase vacuum pump quantity of sealing system membrane system complex, can only once be laid by preset quantity
Complete, vacuum pump quantity can not be adjusted according to monitoring data and realize dynamic load, secondly, be continuously increased with vacuum pump quantity,
Level of ground water decline is too fast, and the above surrounding soil body of level of ground water forms larger leaking source, conventional to use clay envelope wall cement
Native envelope wall etc. seems helpless less effective that process materials limit at present in face of the huge leaking source of semi-infinite body ground
The slow gas leakage that earth's surface sealing system shows under ever-increasing vacuum level, causes to form the cycle of a limiting equilibrium,
Therefore the vacuum pump quantity balanced there are one conventional vacuum precompressed, the every vacuum pump processing area 800 ~ 1500 also often said in specification
Square.This is also vacuum preloading 90 days, the theoretical source of 800 ~ 1500 squares of fixed pattern conclusions of every vacuum pump processing area, improves
Afterwards, the groundwater recharge of suction forms reinforcing area body of groundwater seepage flow self-loopa to ground surface layer or recharge to ground surrounding
System preferably realizes the vacuum preloading of hierarchical loading；
7, vaccum pump unit improves
Conventional vacuum precompressed carries out vacuum preloading using open type from the jet pump that overflows, and is improved to conventional light well point and is used
Sealed vacuum jet pump, be convenient for maintaining, extend service life of equipment, while being easy to implement vacuum preloading and precipitation is strong
The perfect linking for ramming construction completes " vacuum using the same integral type well point plastic strip vacuum systems of the same manifold of same equipment
The foundation stabilization task of 3 kinds of precompressed, precipitating, pre-pressing, dynamic consolidation " or more.
8, the improvement of manifold：
Conventional vacuum precompressed manifold is equal diameter pvc chimney filters etc., improves transverse tube and uses with self-control venturi jet stream effect
The transverse tube segmentation of necking section improve vacuumizing effect, in addition substituting traditional threeways using mostly logical linkage sections improves tubing utilization rates
And efficiency of assembling；
9, drain bar improves：
Conventional Degradable plastic water drainage plate is core plate degradation, and practical degradation effect is bad, improves drain bar and uses filter membrane
Degradable biological material, does not stay drainage channel to reduce settlement after construction after environmental protection and work, core plate reduces cost simultaneously without degradation
Core plate is as reinforcement material reinforcing soft soil；
10, the remaining plastic draining board of conventional vacuum precompressed often causes certain residual settlement after work, especially constructs
Period fails the soft soil foundation fully consolidated, the slow consolidation settlement under load long term after work, forms disease, after improvement,
The superstructure of integral type well point plastic strip pipe（Connect box, well-point pipe and connecting tube）It can pull out, it is light in vacuum preloading, precipitation
After the completion of rammer, the superstructure of integral type well point plastic strip pipe, the superstructure of integral type well point plastic strip pipe are pulled out using pipe extractor
It can reuse, while the drain bar under earth's surface in shallow soil body under noresidue drainage channel, the shallow-layer soil body realizes entirety
Drainage channel is not stayed after work, reduces residual settlement after work；
11, conventional precipitation gently rams well point mechanical hole building and does not often take out water formation dried-up well, general to recommend to use artificial water
Rush method pore-forming, the general 200 ~ 300mm in aperture, general 1 meter or so of filter, pore-forming is bad can not to be often discharged, spacing of layouting due to
It looks after and rams walking and be also impossible to too close, the limited water lift of light well point vacuum-dewatering principle is height-limited, at present seen in document
Most deep light well point considers precipitation funnel, therefore level of ground water reduces limit depth only 4 ~ 5 meters of left sides also just at 7 meters or so
The right side, being required to backfill medium coarse sand ensures water recharging, and water yield is smaller, and vacuum jet pump negative pressure is caused to reduce very fast influence vacuum
Dewatering effect, but this causes that there are sand drains to continue the unfavorable factors such as drainage subsidence after gas leakage negative pressure in well point is not high and work simultaneously, therefore
Present follow-on Dewatering dynamic compaction prevalence uses deep-well precipitation or tube well dewatering, but layouting in view of two kinds of dewatering modes can not possibly too
It is close, precipitation can only be played the role of, it is difficult to play vacuum preloading, integral type well point plastic strip vacuum system, filter depth can be with
Than vacuum-dewatering well point depth, gravity precipitation and vacuum-dewatering are taken into account, cheap suitable large area is laid, and precipitation is not only improved,
Be conducive to vacuum preloading again, realize that mechanized construction pore-forming efficiency is high, since filter uses the higher overlength plastic row of water-flowing amount
Water plate, dried-up well rate is almost nil, and either precipitation depth is also or precipitation efficiency perfect can substitute above-mentioned various drops completely
Water gently rams mode；
12, conventional vacuum precompressed plastic draining board top is located at ground surface, and light ram can cause place large area to be discharged, table soil
Layer water content is excessively high, then influences light rammer construction and quality；After improvement, tamping point position branch pipe is extracted, and area peripheral edge is rammed close to light
Connection manifold, which continues to draw water, keeps level of ground water, therefore even if gently being rammed in the point, and underground flood peak, which is also impossible to break through the shallow-layer soil body, to be oozed
It flow to earth surface effects gently to ram, it is ensured that light rammer construction drying is anhydrous；
13, it uses early period and covers Water Spreading vacuum pre-press reinforcing deep foundation base, but the unlikely decline of palpus controlling groundwater level is too fast
Vacuum preloading effect is influenced, level of ground water decline under normal circumstances should control within 2 ~ 3 meters of underground.Wait for that vacuum preloading sedimentation is steady
It is fixed, open the water that cofferdam aerial drainage stores（Conventional depth of water 50cm or so）, diaphragm seal is removed, continues quick lowering of watertable and plays
While taking into account the vacuum preloading of precipitating, pre-pressing effect, the first pass dewatering construction of Dewatering dynamic compaction is completed, it can be quick after improvement
Lowering of watertable is to 5 ~ 8 meters, so that strong rammer dynamic consolidation increases energy level and influence depth and ensures rubber do not occur simultaneously
Soil, conventional Dewatering dynamic compaction level of ground water generally only decline 2 ~ 3 meters or so, less effective.
14, conventional vacuum precompressed dewatering effect is not good enough, and conventional Dewatering dynamic compaction does not have vacuum preloading effect, integral type well point
Plastic strip vacuum system lays a large amount of drain bar and replaces shorter filter, you can, can also to realize quick lowering of watertable
Efficiently realize that the purpose of a material multipurpose efficiency energy saving is realized in vacuum seepage precompressed, a kind of 2 kinds of effects of material；
15, conventional vacuum precompressed superficial layer Effect of Ground Treatment be not good enough, and conventional Dewatering dynamic compaction processing depth is not good enough, is improved to vacuum
Precompressed, precipitating, pre-pressing, precipitation gently ram the multiple effect basement process being combined, and deep shallow layer foundation is reinforced simultaneously, is utilizing vacuum
Under the premise of precompressed deep soil preferably consolidation, 6 meters or so are formed at the shallow-layer soil body using precipitating, pre-pressing and Dewatering dynamic compaction
Crust layer, multiple effect increases the densification effect of the soil body, reduces settlement after construction, and the improvement is not increasing larger cost
Under the premise of, multiple reinforcing task is completed, the work China Democratic National Construction Association workshop storage ground and machine stringenter to settlement request are particularly suitable for
Field runway, town road and railway bed etc.；
16, lakes and marhshes domain underwater vacuum precompression in river sea is improved to no film without sand only integrated construction formula well point by above-mentioned analysis
Plastic strip vacuum system, it is underwater to connect manifold, form underground water reciprocation cycle by the seepage flow flow of water pressure difference that jet pump is formed
Seepage field realizes vacuum seepage consolidation；To prevent seepage field, Free water body forms invalid seepage flow on the ground, can suitably increase one
The well point length of tube of body formula precipitation well point system at least should be greater than 6 meters of depth of land setting, be wanted according to soil properties and reinforcing
It asks and adjusts accordingly.
17, the method is more suitable for ultra-soft foundation reinforcing of reclaiming fields from the sea, and realization method is to pass through simple artificial insertion one
Body formula well point plastic strip pipe is manually laid with the shallow-layer precipitation vacuum preloading that diaphragm seal realizes four resealings.
Therefore the present invention has the advantages that easy to operate, of low cost, construction effect is good.
Description of the drawings
Fig. 1 is the elevational schematic view of the integral type well point plastic strip vacuum system of the present invention.
Fig. 2 is the schematic top plan view of the integral type well point plastic strip vacuum system of the present invention.
Fig. 3 is the structural schematic diagram of the integral type well point plastic strip pipe of the present invention.
Fig. 4 is the sectional view of the drain bar of the present invention.
Fig. 5 is the structural schematic diagram of the connection box of the present invention.
Fig. 6 is enlarged drawing at the A in Fig. 2.
Fig. 7 is the schematic diagram of the transverse tube in Fig. 6.
Fig. 8 is enlarged drawing at the B in Fig. 2.
Fig. 9 is the construction method schematic diagram of the embodiment of the present invention one.
Wherein：
Drain bar 1, core plate 1.1, main gusset 1.11, secondary gusset 1.12, filter membrane 1.2, drainage channel 1.3
Connect box 2, shell 2.1, lower interface 2.2, upper interface 2.3, screw hole 2.4
Well-point pipe 3
Connecting tube 4
Transverse tube 5, transverse tube segmentation 5.1, straight pipe 5.11, the first Taper Pipe section 5.12, the second Taper Pipe section 5.13, mostly logical linkage section
5.2, linkage section main body 5.21, transverse tube segmentation interface 5.22, connection interface tube 5.23
Longitudinal tubule (L tubule) 6, longitudinal tubule (L tubule) segmentation 6.1, three-way connection 6.2, check valve 6.3
Vacuum pump 7
Water-stop curtain 8
Deep soil 100
The shallow-layer soil body 200.
Specific implementation mode
Referring to Fig. 1 ~ Fig. 9, a kind of well point plastic strip overlay film vacuum pre-pressed joint precipitating, pre-pressing dynamic consolidation of the present invention
Method, it includes the following steps：
Step 1: levelling of the land, waits for that reinforcing area surrounding excavates draining ditch water discharge；
Step 2: the pre- rammer before precipitation is selected without or carried out according to soil condition, energy level tentative 600 ~
1000kN.m, square tamping point spacing 4*4 ~ 7*7m are adjustable, are bulldozed after rammer, and construction water-stop curtain 8, sealing curtain are selected by operating mode
Curtain 8 is cement mixing pile lateral seal barricade or mud lateral seal barricade；
Step 3: integral type well point plastic strip vacuum system is arranged
3.1, plastic strip pipe in integral type well point, which carries out plugging construction, forms integral type well point plastic strip pipe network lattice；
1 ~ 4m of grid spacing of integral type well point plastic strip pipe network lattice is adjustable；
Integral type well point plastic strip pipe（Namely improved branch pipe）Including drain bar 1, connection box 2, well-point pipe 3 and connect
Take over 4, the drain bar 1 are vertically arranged in deep soil 100, and the length of drain bar 1 is 20m or so, and the well-point pipe 3 is perpendicular
To being arranged in the shallow-layer soil body 200, the length of well-point pipe 3 is 6 ~ 9m, and the upper end of drain bar 1 is by connecting box 2 and well-point pipe 3
Lower end connects, and the upper end of well-point pipe 3 is exposed outside the shallow-layer soil body 200, and the upper end of well-point pipe 3 is connect with one end of connecting tube 4, connection
The length of pipe 4 is 1 ~ 2m.A diameter of 10 ~ 20mm of well-point pipe 3 and connecting tube 4.
Drain bar 1 includes the filter membrane 1.2 of internal 1.1 periphery of core plate 1.1 and core plate, the core plate 1.1 and filter membrane 1.2
Between form drainage channel 1.3, the core plate 1.1 is made of non-degradable material or material difficult to degrade, and the filter membrane 1.2 is
Degradation material is made.
As a preferred embodiment, core plate 1.1 is made of plastic material, filter membrane 1.2 is made of flax material.
As a preferred embodiment, core plate 1.1 includes the main gusset 1.11 and more longitudinally spaced arrangements of a lateral arrangement
Secondary gusset 1.12 before and after main gusset 1.11, the sky formed between main ribs plate 1.11, secondary gusset 1.12 and filter membrane 1.2
Gap is drainage channel 1.3.
After drain bar 1 is inserted into ground, as time goes by, since filter membrane 1.2 is made of degradation material, filter membrane
1.2 realize after fast degradations, filter membrane 1.2 are degraded that the only remaining core plate 1.1 in ground, the soil in ground can fill former filter membrane
1.2 and former drainage channel 1.3 space so that soil is fitted closely with core plate 1.1, thus core plate 1.1 in ground not only
There is no gap so that ground continues to settle, and the effect of reinforcement is also acted, improves difference floor heights above and below in ground
Integraty.
The lower end of the drain bar 1 is provided with bottom discharge plate end socket, and bottom discharge plate end socket uses plastic adhesive tape paper bag
It wraps up in be formed.
The connection box 2 includes shell 2.1, and there are one kissed with 1 upper end shape of drain bar for the lower end setting of the shell 2.1
The lower interface 2.2 of conjunction, there are one the upper interface 2.3 coincideing with 3 lower end shape of well-point pipe, institutes for the upper end setting of the connection box 2
Setting is stated on shell 2.1 there are three screw hole 2.4, the rectangular in cross-section structure of the lower interface 2.2, drain bar 1 when installation
Upper end is inserted at lower interface 2.2, and then drain bar 1 and connection box 2 are connected in one by drivescrew in screw hole 2.4, so
Afterwards plastic adhesive tape is dressed outside in lower interface 2.2.The upper interface 2.3 is circular tube structure, and the lower end of well-point pipe 3 is sheathed on when installation
Outside upper interface 2.3, the lower end of upper interface 2.3 and well-point pipe 3 is then dressed outside into plastic adhesive tape.
The connecting tube 4 is wired hose, and connecting tube 4 includes hose and the spiral wire of Lining Hose.
The well-point pipe 3 is the plastic tubes such as PPR, and well-point pipe 3 is wrapped up by diaphragm seal with 4 junction of connecting tube or steel wire
Winding is generated negative-pressure dense sealer after being wrapped up using diaphragm seal, when plastic strip pipe vacuumizes in integral type well point and the more is inhaled the more tight.Well point
Pipe 3 can also use same wired hose with connecting tube 4 so that well-point pipe 3 forms integral structure with connecting tube 4.
3.2, integral type well point plastic strip pipe Mesh connection manifold and vacuum pump form integral type well point plastic strip vacuum system.
The manifold includes longitudinal tubule (L tubule) 6 and more transverse tubes 5 being connected on longitudinal tubule (L tubule) 6.
By multiple transverse tubes segmentation 5.1 and mostly, logical linkage section 5.2 is formed by connecting the transverse tube 5, two neighboring transverse tube segmentation
It is attached between 5.1 by leading to linkage section 5.2, mostly logical linkage sections 5.2 are preferably logical using eight logical linkage sections, eight as one kind more
Linkage section includes linkage section main body 5.21, and the left and right ends of linkage section main body are respectively arranged with transverse tube segmentation interface 5.22, even
It connects and is forwardly and rearwardly respectively set in section main body 5.21 there are three interface tube 5.23 is connected, connection interface tube 5.23 is adjacent
Connecting tube 4 is attached, and transverse tube is segmented adjacent 5.1 connection of transverse tube segmentation of interface 5.22, and the transverse tube segmentation 5.1 includes
One necking section, necking section are arranged close to mostly logical linkage section 5.2, and the transverse tube segmentation 5.1 further includes straight pipe 5.11, the neck
Contracting section includes the first Taper Pipe section 5.12 and the second Taper Pipe section 5.13, the small head end of the first Taper Pipe section 5.12 and the second Taper Pipe section
The transverse tube of 5.13 small head end docking, stub end more logical linkage sections 5.2 adjacent thereto of the first Taper Pipe section 5.12 is segmented interface
5.22 docking, the stub end of the second Taper Pipe section 5.13 docks with one end of straight pipe 5.11, the other end of straight pipe 5.11 and its
The transverse tube segmentation interface 5.22 of adjacent how logical linkage section 5.2 docks.The taper of first Taper Pipe section 5.12 is more than the second Taper Pipe section
5.13 taper, necking section form venturi jet stream effect.
The longitudinal tubule (L tubule) 6 is vertically connected at one end of all transverse tubes 5, and the one end of transverse tube 5 far from longitudinal tubule (L tubule) 6 is provided with transverse tube envelope
Head, far from longitudinal tubule (L tubule) 6, the straight pipe 5.11 of the transverse tube segmentation 5.1 on transverse tube 5 is close for the necking section of the transverse tube segmentation 5.1 on transverse tube 5
Longitudinal tubule (L tubule) 6.A piece longitudinal tubule (L tubule) 6 connects more transverse tubes 5, the longitudinal tubule (L tubule) 6 by multiple longitudinal tubule (L tubule)s segmentation 6.1 and the connection of three-way connection 6.2 and
At two neighboring longitudinal tubule (L tubule) segmentation 6.1 is connected by three-way connection 6.2, and the third interface of three-way connection 6.2 connects the cross closed on
Pipe 5, longitudinal tubule (L tubule) are segmented on 6.1 and are additionally provided with check valve 6.3, and the end set of longitudinal tubule (L tubule) 6 has longitudinal tubule (L tubule) end socket.
3.3, one layer of geotextiles, two layers of diaphragm seal is covered in total pipe surface of integral type well point plastic strip vacuum system.
Step 4: vacuum preloading
Wait for that reinforcing area outside is taken out in the cofferdam fill of reinforcing area surrounding, cofferdam fill height 0.6 ~ 1.5m height in advance
Source water is to waiting in reinforcing area cofferdam so that the high 0.2 ~ 0.6m of water, and then integral type well point plastic strip vacuum system starts vacuum
Precompressed, to region surface to be reinforced, region surface to be reinforced all is annihilated by water for suction underground water whole recharge when vacuum preloading
To certain altitude, realizes water covering prepressing, covers water-stop；
Its intermediate pump 7 is preferably sealed vacuum jet pump, and vacuum pump is vacuumized to be vacuumized using hierarchical loading：Vacuum
The pump hierarchical loading first order takes every 1800 ~ 2000 squares of vacuum pump processing area adjustable, and manifold first section negative pressure is full table
100kPa, total pipe end are not less than 90kPa, wait for that sedimentation meets sedimentation for three days on end and is not more than 3 millimeters, vacuum pump hierarchical loading the
Two level takes every 1300 ~ 1500 squares of vacuum pump processing area adjustable, waits for that sedimentation meets sedimentation for three days on end and is not more than 3 millimeters, very
The sky pump hierarchical loading third level takes every 800 ~ 1000 squares or less adjustable of vacuum pump processing area, and so on, it waits settling
Meet sedimentation in continuous 5 days and be not more than 2 millimeters, reaches vacuum preloading processing requirement；
Step 5: being carried out in the fill of cofferdam in the water to gutter stored in opening aerial drainage cofferdam fill, geotextiles are removed
Diaphragm seal starts first pass vacuum dewatering preloading, and 5 ~ 10 days adjustable, for the purpose of lowering of watertable, waits for that level of ground water reaches
It is required that（Level of ground water reaches 4 ~ 6m of below ground）, gradually remove manifold preparations first pass at tamping point and gently ram；
Step 6: first pass gently rams, energy level fixes tentatively 1500 ~ 2000kN.m, and square tamping point spacing 4*4 ~ 7*7m is adjustable,
Side is removed total tube edge and is gently rammed, gradually forward impelling, and light rammer front region, which need to continue precipitation, ensures that level of ground water is not gone up, and rams pusher
It is flat；
Step 7: integral type well point plastic strip pipe Mesh connection residue manifold and vacuum pump, it is pre- to start second time vacuum-dewatering
Pressure, 5 ~ 10 days adjustable, is gradually retained after the completion of second time vacuum dewatering preloading precipitation and removes manifold preparations in part at tamping point
It is second time light to ram；
Step 8: second time light ram, energy level fixes tentatively 2000 ~ 2800 kN.m or more, square tamping point spacing 4*4 ~ 7*7m
It is adjustable；Side is removed total tube edge and is gently rammed, gradually forward impelling, and light rammer front region, which need to continue precipitation, ensures that level of ground water is not returned
It rises, is bulldozed after rammer；
Step 9: integral type well point plastic strip pipe Mesh connection residue manifold and vacuum pump, it is pre- all over vacuum-dewatering to start third
Pressure, 5 ~ 10 days adjustable, and third, which is gradually retained after the completion of vacuum dewatering preloading precipitation and removes part manifold at tamping point, to be prepared
It is full to ram；
Step 10: remaining manifold is pulled out, when the well-point pipe 3 and connecting tube 4 used is split structure, by well-point pipe 3
It is all pulled out with connecting tube 4, when the wired hose that the well-point pipe 3 and connecting tube 4 that use are an integral structure, excision ground
Then connecting tube 4 more than table is in the milk in the well-point pipe 3 under earth's surface.It is full to ram, at least stop 7 after second time light ram
It is carried out, 600 ~ 1000kN.m of energy level, is bulldozed after rammer；
Step 11: the absolute altitude of vibroroller cmpacting measurement in the whole field is handed over.
Note：Integral type well point plastic strip vacuum system can be pre- according to place and soil property situation adjustment spacing and length, vacuum
Pressure, precipitation and it is light ram can according to place and soil property situation set-up procedure and pass and duration, ordinary circumstance descending water 3 ~ 4 times,
It is light to ram 3 ~ 5 times.Construction period construction monitoring must synchronize progress, it is necessary to which the monitoring project of progress has：Pore water pressure,
Level of ground water, ground settlement, delaminating deposition, vacuum degree realize information-aided construction.
Three groups of embodiments are supplemented below：
Embodiment one,
Essential information before basement process：
The ground third layer Muddy Bottoms clay layer water content 55%, compression modulus 2.3MPa, thickness is 15 meters average, and layer top is buried
Deep 5m, 20 meters of layer bottom buried depth.
Implementation steps：
Step 1: levelling of the land, waits for that reinforcing area surrounding excavates draining ditch water discharge；
Step 2: pre- ram, energy level 800kN.m, square tamping point spacing 4m*4m, construction cement mixing pile is laterally close after rammer
Block wall or mud lateral seal barricade；
Step 3: integral type well point plastic strip vacuum system is arranged
3.1, plastic strip pipe in integral type well point, which carries out plugging construction, forms integral type well point plastic strip pipe network lattice；
The grid spacing 1.2m of integral type well point plastic strip pipe network lattice, integral type well-point pipe plug depth 20m
The length of drain bar 1 is 14m, and the length of well-point pipe 3 is 6m, and the length of connecting tube 4 is 10cm.Well-point pipe 3 and
The diameter 16mm of connecting tube 4.
3.2, integral type well point plastic strip pipe Mesh connection manifold and vacuum pump form integral type well point plastic strip vacuum system,
3.3, one layer of geotextiles, two layers of diaphragm seal is covered in total pipe surface of integral type well point plastic strip vacuum system.
Step 4: vacuum preloading
Wait for that the cofferdam fill of reinforcing area surrounding, cofferdam fill height 1.5m height are taken out overseas surrounding source water and extremely added in advance
0.3 m in the cofferdam Gu Qu, then starts vacuum preloading seepage consolidation, suction underground water whole recharge to region surface to be reinforced,
Reinforcing area surface is all annihilated by water to 1.0m height, is realized water covering prepressing, is covered water-stop, covers water seepage flow；
Its intermediate pump 7 is preferably sealed vacuum jet pump, and vacuum pump is vacuumized to be vacuumized using hierarchical loading：Vacuum
It is full table 100kPa, Zong Guanmo that the pump hierarchical loading first order, which takes every 1800 squares of vacuum pump processing area, manifold first section negative pressure,
End is not less than 90kPa, and processing waits for that sedimentation meets sedimentation for three days on end and is not more than 3 millimeters after 13 days, the vacuum pump hierarchical loading second level
Every 1300 squares of vacuum pump processing area, processing is taken to wait for that sedimentation meets sedimentation for three days on end and is not more than 3 millimeters after 8 days, vacuum pump
The hierarchical loading third level takes every 800 squares of vacuum pump processing area, and processing waits for that sedimentation meets sedimentation for three days on end after 8 days little
In 3 millimeters, the vacuum pump hierarchical loading fourth stage takes every 600 squares of vacuum pump processing area, and sedimentation, which meets, after processing 15 days connects
Sedimentation in continuous 5 days is not more than 2 millimeters, reaches vacuum preloading processing requirement；
Step 5: being carried out in the fill of cofferdam in the water to gutter stored in opening aerial drainage cofferdam fill, geotextiles are removed
Diaphragm seal starts first pass vacuum dewatering preloading, 6 days, for the purpose of lowering of watertable, waits for that level of ground water reaches 4m, gradually
Manifold preparations first pass at tamping point is removed gently to ram；
Step 6: first pass gently rams, energy level fixes tentatively 1500kN.m, square tamping point spacing 4m*4m, is bulldozed after rammer；
Step 7: connection residue manifold and vacuum pump, second time vacuum dewatering preloading of beginning, 5 days, second time vacuum-dewatering
It is gradually retained after the completion of precompressed precipitation and removes part manifold at tamping point and prepare second time light ram；
Step 8: second time light ram, energy level fixes tentatively 2000kN.m, square tamping point spacing 4m*4m；It is light that total tube edge is removed on side
It rams, gradually forward impelling, light rammer front region, which need to continue precipitation, ensures that level of ground water is not gone up, and is bulldozed after rammer；
Step 9: connection residue manifold and vacuum pump, start third time vacuum dewatering preloading 5 days, third is all over vacuum-dewatering
It is gradually retained after the completion of precompressed precipitation and removes part manifold at tamping point and prepare full ram；
Step 10: remaining manifold is pulled out, and it is full to ram, stop 7 days after second time light ram and carry out, energy level 800kN.m rams pusher
It is flat；
Step 11: vibroroller cmpacting is handed in the whole field.
Construction monitoring during the Foundation Treatment, negative pressure 80kPa at 6 meters of pore water pressure, negative pressure is average at 20 meters
30kPa, it is 8 meters that level of ground water, which declines maximum value, and it is 80cm fifty-fifty to descend 6 meters or so of water level decreasing, earth's surface average settlement amount, is pushed away
It calculates the degree of consolidation and is not less than 80%,
Foundation detection, foundation bearing capacity are not less than 120kPa, and effective reinforcement depth is not less than 20 meters, is formed in 5 meters of shallow-layer
Crust layer static sounding calculates that 5 ~ 8MPa of compression modulus, third layer Muddy Bottoms clay mechanics index of physics are obviously improved.
Embodiment two,
Essential information before basement process
The ground the 4th layer of Muddy Bottoms silty clay layer water content 38%, compression modulus 3.8MPa, thickness is 13 meters average, and layer top is buried
Deep 3m, 16 meters of layer bottom buried depth.
Step 1: levelling of the land, waits for that reinforcing area surrounding excavates draining ditch water discharge；
Step 2: without the pre- rammer before precipitation, construct cement mixing pile lateral seal barricade or mud lateral seal gear
Wall；
Step 3: integral type well point plastic strip vacuum system is arranged
3.1, plastic strip pipe in integral type well point, which carries out plugging construction, forms integral type well point plastic strip pipe network lattice；
The grid spacing 1.5m of integral type well point plastic strip pipe network lattice, integral type well-point pipe plug depth 16m
The length of drain bar 1 is 10m, and the length of well-point pipe 3 is 6m, and the length of connecting tube 4 is 10cm.Well-point pipe 3 and
The diameter 20mm of connecting tube 4.
3.2, integral type well point plastic strip pipe Mesh connection manifold and vacuum pump form integral type well point plastic strip vacuum system,
3.3, one layer of geotextiles, two layers of diaphragm seal is covered in total pipe surface of integral type well point plastic strip vacuum system.
Step 4: vacuum preloading
Wait for that the cofferdam fill of reinforcing area surrounding, cofferdam fill height 1.0m height are taken out overseas surrounding source water and extremely added in advance
0.3m in the cofferdam Gu Qu, then starts vacuum preloading seepage consolidation, and suction underground water whole recharge adds to region surface to be reinforced
Gu region surface is all annihilated by water to 0.8m height, realizes water covering prepressing, cover water-stop, cover water seepage flow；
Its intermediate pump 7 is preferably sealed vacuum jet pump, and vacuum pump is vacuumized to be vacuumized using hierarchical loading：Vacuum
It is full table 100kPa, Zong Guanmo that the pump hierarchical loading first order, which takes every 2000 squares of vacuum pump processing area, manifold first section negative pressure,
End is not less than 90kPa, and processing waits for that sedimentation meets sedimentation for three days on end and is not more than 3 millimeters after 10 days, the vacuum pump hierarchical loading second level
Every 1500 squares of vacuum pump processing area, processing is taken to wait for that sedimentation meets sedimentation for three days on end and is not more than 3 millimeters after 7 days, vacuum pump
The hierarchical loading third level takes every 800 squares of vacuum pump processing area, and processing, which settled to meet to settle for continuous 5 days after 15 days, to be not more than
2 millimeters, reach vacuum preloading processing requirement；
Step 5: being carried out in the fill of cofferdam in the water to gutter stored in opening aerial drainage cofferdam fill, geotextiles are removed
Diaphragm seal starts first pass vacuum dewatering preloading, 7 days, for the purpose of lowering of watertable, waits for that level of ground water reaches 5m, gradually
Manifold preparations first pass at tamping point is removed gently to ram；
Step 6: first pass gently rams, energy level fixes tentatively 1800kN.m, square tamping point spacing 4m*4m, is bulldozed after rammer；
Step 7: connection residue manifold and vacuum pump, second time vacuum dewatering preloading of beginning, 7 days, second time vacuum-dewatering
It is gradually retained after the completion of precompressed precipitation and removes part manifold at tamping point and prepare second time light ram；
Step 8: second time light ram, energy level fixes tentatively 2500kN.m, square tamping point spacing 4m*4m；It is light that total tube edge is removed on side
It rams, gradually forward impelling, light rammer front region, which need to continue precipitation, ensures that level of ground water is not gone up, and is bulldozed after rammer；
Step 9: connection residue manifold and vacuum pump, start third time vacuum dewatering preloading 7 days, third is all over vacuum-dewatering
It is gradually retained after the completion of precompressed precipitation and removes part manifold at tamping point and prepare full ram；
Step 10: pulling out remaining manifold, full rammer stops 7 days after second time light ram and carries out, energy level 1000kN.m, after rammer
It is bulldozed；
Step 11: vibroroller cmpacting is handed in the whole field.
Construction monitoring during the Foundation Treatment, negative pressure 86kPa at 6 meters of pore water pressure, negative pressure is average at 16 meters
45kPa, it is 8 meters that level of ground water, which declines maximum value, and it is 58cm fifty-fifty to descend 6 meters or so of water level decreasing, earth's surface average settlement amount, is pushed away
It calculates the degree of consolidation and is not less than 80%,
Foundation detection, foundation bearing capacity are not less than 120kPa, and effective reinforcement depth is not less than 16 meters, is formed in 6 meters of shallow-layer
Crust layer static sounding calculates that 8 ~ 13MPa of compression modulus, the 4th layer of Muddy Bottoms silty clay mechanics index of physics are obviously improved.
Embodiment three,
Essential information before basement process
The 2nd layer of Muddy Bottoms clay water content 78% of the ground, compression modulus 2.1MPa, thickness is 20 meters, layer top buried depth 4m average,
24 meters of layer bottom buried depth.
Step 1: levelling of the land, stabilization zone surrounding excavates draining ditch water discharge；
Step 2: the pre- rammer before precipitation, energy level 600kN.m, square tamping point spacing 4m*7m, cement mixing of constructing after rammer
Stake lateral seal barricade or mud lateral seal barricade；
Step 3: integral type well point plastic strip vacuum system is arranged
3.1, plastic strip pipe in integral type well point, which carries out plugging construction, forms integral type well point plastic strip pipe network lattice；
The grid spacing 1.0m of integral type well point plastic strip pipe network lattice, integral type well-point pipe plug depth 24m
The length of drain bar 1 is 18.5m, and the length of well-point pipe 3 is 5.5m, and the length of connecting tube 4 is 10cm.Well-point pipe 3
And the diameter 16mm of connecting tube 4.
3.2, integral type well point plastic strip pipe Mesh connection manifold and vacuum pump form integral type well point plastic strip vacuum system,
3.3, one layer of geotextiles, two layers of diaphragm seal is covered in total pipe surface of integral type well point plastic strip vacuum system.
Step 4: vacuum preloading
Wait for that the cofferdam fill of reinforcing area surrounding, cofferdam fill height 1.5m height are taken out overseas surrounding source water and extremely added in advance
0.3m in the cofferdam Gu Qu, then starts vacuum preloading seepage consolidation, and suction underground water whole recharge adds to region surface to be reinforced
Gu region surface is all annihilated by water to 1.2m height, realizes water covering prepressing, cover water-stop, cover water seepage flow；
Its intermediate pump 7 is preferably sealed vacuum jet pump, and vacuum pump is vacuumized to be vacuumized using hierarchical loading：Vacuum
It is full table 100kPa, Zong Guanmo that the pump hierarchical loading first order, which takes every 1800 squares of vacuum pump processing area, manifold first section negative pressure,
End is not less than 90kPa, and processing waits for that sedimentation meets sedimentation for three days on end and is not more than 3 millimeters after 25 days, the vacuum pump hierarchical loading second level
Every 1300 squares of vacuum pump processing area, processing is taken to wait for that sedimentation meets sedimentation for three days on end and is not more than 3 millimeters after 12 days, vacuum
The pump hierarchical loading third level takes every 800 squares of vacuum pump processing area, processing to wait for that sedimentation meets after 12 days and settle for three days on end not
More than 3 millimeters, the vacuum pump hierarchical loading fourth stage takes every 600 squares of vacuum pump processing area, and processing settles after 26 days to be met
Sedimentation in continuous 5 days is not more than 2 millimeters, reaches vacuum preloading processing requirement；
Step 5: being carried out in the fill of cofferdam in the water to gutter stored in opening aerial drainage cofferdam fill, geotextiles are removed
Diaphragm seal starts first pass vacuum dewatering preloading, 10 days, for the purpose of lowering of watertable, waits for that level of ground water reaches 4.5m, by
Step is removed manifold preparations first pass at tamping point and is gently rammed；
Step 6: first pass gently rams, energy level fixes tentatively 1800kN.m, square tamping point spacing 4m*7m, is bulldozed after rammer；
Step 7: connection residue manifold and vacuum pump, second time vacuum dewatering preloading of beginning, 5 days, second time vacuum-dewatering
It is gradually retained after the completion of precompressed precipitation and removes part manifold at tamping point and prepare second time light ram；
Step 8: second time light ram, energy level fixes tentatively 2300kN.m, square tamping point spacing 4m*7m；It is light that total tube edge is removed on side
It rams, gradually forward impelling, light rammer front region, which need to continue precipitation, ensures that level of ground water is not gone up, and is bulldozed after rammer；
Step 9: connection residue manifold and vacuum pump, start third time vacuum dewatering preloading 10 days, third is all over vacuum-dewatering
It is gradually retained after the completion of precompressed precipitation and removes part manifold at tamping point and prepare third all over light rammer；
Step 10: third is rammed all over light, energy level 2800kN.m, square tamping point spacing 4m*7m；Side is removed total tube edge and is gently rammed,
Gradually forward impelling, light rammer front region, which need to continue precipitation, ensures that level of ground water is not gone up, and is bulldozed after rammer；
Step 11: connection residue manifold and vacuum pump, the vacuum dewatering preloading 10 days of beginning the 4th time, the 4th time vacuum drop
It is gradually retained after the completion of water for prepressing precipitation and removes part manifold at tamping point and prepare full ram；
Step 12: remaining manifold is pulled out, and it is full to ram, stop 7 days after light ram in third and carry out, energy level 1000kN.m is rammed
After be bulldozed；
Step 13: vibroroller cmpacting is handed in the whole field.
Construction monitoring during the Foundation Treatment, negative pressure 83kPa at 6 meters of pore water pressure, negative pressure is average at 15 meters
40kPa, negative pressure 20kPa at 24 meters, it is 6.5 meters that level of ground water, which declines maximum value, fifty-fifty descends 5 meters or so of water level decreasing, earth's surface
Average settlement amount is 118cm, calculates that the degree of consolidation is not less than 80%,
Foundation detection, foundation bearing capacity are not less than 120kPa, and effective reinforcement depth is not less than 24 meters, shape in 5.5 meters of shallow-layer
Calculate that 5.5 ~ 9MPa of compression modulus, the 2nd layer of Muddy Bottoms clay mechanics index of physics are obviously improved at crust layer static sounding.
Claims (6)
1. a kind of integral type well point plastic strip vacuum system, it is characterised in that it includes that integral type well point plastic strip pipe carries out plugging construction
The integral type well point plastic strip pipe network lattice of formation；Integral type well point plastic strip pipe includes drain bar, connection box, well-point pipe and connection
The upper end of pipe, drain bar is connected by connecting the lower end of box and well-point pipe, and the upper end of well-point pipe and one end of connecting tube connect；One
Body formula well point plastic strip pipe Mesh connection manifold and vacuum pump form integral type well point plastic strip vacuum system；
The manifold includes longitudinal tubule (L tubule) and more transverse tubes being connected on longitudinal tubule (L tubule)；
The transverse tube is segmented by multiple transverse tubes and mostly logical linkage section is formed by connecting, by mostly logical between two neighboring transverse tube segmentation
Linkage section is attached；
The transverse tube segmentation includes a necking section and straight pipe, and the distance ratio of necking section to the longitudinal tubule (L tubule) of the same transverse tube segmentation is straight
Pipeline section to longitudinal tubule (L tubule) distance；
It includes linkage section main body, the left and right ends point of linkage section main body that mostly logical linkage section, which uses eight logical linkage sections, eight logical linkage sections,
Be not provided with transverse tube segmentation interface, be forwardly and rearwardly respectively set in linkage section main body there are three connect interface tube, connecting tube
The adjacent connecting tube of interface is attached, and transverse tube is segmented the adjacent transverse tube segmentation connection of interface.
2. a kind of integral type well point plastic strip vacuum system according to claim 1, it is characterised in that drain bar includes inside
Core plate and core plate periphery filter membrane, form drainage channel between the core plate and filter membrane, the core plate is non-degradable material
Material or material difficult to degrade are made, and the filter membrane is made of degradation material.
3. a kind of integral type well point plastic strip vacuum system according to claim 2, it is characterised in that core plate includes a cross
To the longitudinally spaced secondary gusset being arranged in before and after main gusset of the main gusset of arrangement and more, main ribs plate, secondary gusset and
The gap formed between filter membrane is drainage channel.
4. a kind of integral type well point plastic strip vacuum system according to claim 1, it is characterised in that the connecting tube is steel
Silk hose, connecting tube includes hose and the spiral wire of Lining Hose.
5. a kind of integral type well point plastic strip vacuum system according to claim 1, it is characterised in that the longitudinal tubule (L tubule) is by multiple
Longitudinal tubule (L tubule) is segmented and three-way connection is formed by connecting, and two neighboring longitudinal tubule (L tubule) segmentation is connected by three-way connection, the third of three-way connection
A interface connects the transverse tube closed on, and check valve is additionally provided in longitudinal tubule (L tubule) segmentation.
6. a kind of integral type well point plastic strip vacuum system according to claim 1, it is characterised in that integral type well point plastic strip
The total pipe surface earthing work cloth and diaphragm seal of vacuum system.
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101457519A (en) * | 2007-12-12 | 2009-06-17 | 徐望 | Rapid 'stereo high vacuum water covering prepressing' superficial layer flexible foundation treatment method |
| CN201362845Y (en) * | 2008-10-30 | 2009-12-16 | 曾国海 | Plastic draining board and composite negative pressure well point pipe concreting system for soft soil foundation |
| CN101736735A (en) * | 2009-12-22 | 2010-06-16 | 叶吉 | Composite reinforcing method for combining soft foundation light well point pipe with plastic drainage plate |
| CN102561308A (en) * | 2012-01-19 | 2012-07-11 | 叶凝雯 | Light-well plastic-strip superposition vacuum preloading method for soft soil foundation |
| CN103031837A (en) * | 2013-01-10 | 2013-04-10 | 中交四航工程研究院有限公司 | Method for reinforcing deep and soft soil foundation by combining well-points dewatering with preloading |
| CN105089042A (en) * | 2014-05-12 | 2015-11-25 | 江苏德盈土工材料有限公司 | Large-aperture permeable plastic drainage plate |
| 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 |
| CN205917685U (en) * | 2016-06-01 | 2017-02-01 | 上海建研地基基础工程有限公司 | Integral type well dotted arranges vacuum system |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101614006B (en) * | 2009-07-09 | 2013-01-09 | 宜兴市鑫泰土工材料有限公司 | Drainage plate for silt consolidation, filter cloth and drainage plate core |
| CN202945139U (en) * | 2012-12-04 | 2013-05-22 | 江苏建筑职业技术学院 | Sludge dewatering device |
-
2016
- 2016-06-01 CN CN201610379660.4A patent/CN105862717B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101457519A (en) * | 2007-12-12 | 2009-06-17 | 徐望 | Rapid 'stereo high vacuum water covering prepressing' superficial layer flexible foundation treatment method |
| CN201362845Y (en) * | 2008-10-30 | 2009-12-16 | 曾国海 | Plastic draining board and composite negative pressure well point pipe concreting system for soft soil foundation |
| CN101736735A (en) * | 2009-12-22 | 2010-06-16 | 叶吉 | Composite reinforcing method for combining soft foundation light well point pipe with plastic drainage plate |
| CN102561308A (en) * | 2012-01-19 | 2012-07-11 | 叶凝雯 | Light-well plastic-strip superposition vacuum preloading method for soft soil foundation |
| CN103031837A (en) * | 2013-01-10 | 2013-04-10 | 中交四航工程研究院有限公司 | Method for reinforcing deep and soft soil foundation by combining well-points dewatering with preloading |
| CN105089042A (en) * | 2014-05-12 | 2015-11-25 | 江苏德盈土工材料有限公司 | Large-aperture permeable plastic drainage plate |
| 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 |
| CN205917685U (en) * | 2016-06-01 | 2017-02-01 | 上海建研地基基础工程有限公司 | Integral type well dotted arranges vacuum system |
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