CN105862719B

CN105862719B - Reinforced foundation

Info

Publication number: CN105862719B
Application number: CN201610379733.XA
Authority: CN
Inventors: 张禹
Original assignee: Cabr Foundation Engineering Co Ltd
Current assignee: Cabr Foundation Engineering Co Ltd
Priority date: 2016-06-01
Filing date: 2016-06-01
Publication date: 2018-10-19
Anticipated expiration: 2036-06-01
Also published as: CN105862719A

Abstract

A kind of Reinforced Foundation of the present invention, it is characterized in that there are core plates in deep soil for treated ground, core plate is drain bar Partial digestion remaining residue, drain bar includes the filter membrane of internal core plate and core plate periphery, drainage channel is formed between the core plate and filter membrane, the core plate is made of non-degradable material or material difficult to degrade, the filter membrane is made of degradation material, drain bar in ground is as time goes by, filter membrane realizes fast degradation, after filter membrane degradation in ground only remaining core plate, soil in ground can fill the space of former filter membrane and former drainage channel, so that soil is fitted closely with core plate.The present invention has the advantages that easy to operate, of low cost, construction effect is good.

Description

Reinforced Foundation

Technical field

The present invention relates to a kind of Treatment Methods of Soft Ground more particularly to a kind of well point plastic strip vacuum preloading seepage consolidation to join Close precipitating, pre-pressing dynamic consolidation method treated Reinforced Foundation.

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 It is difficult；

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 is arranged, and 10 days vacuum preloading initial stages right-left seal is preferable, but with serous fluid of dredger fill dehydration consolidation cracking, level of ground water Rapid decrease, sealing effect are 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 plus Muscle ground.

The object of the present invention is achieved like this：

A kind of Reinforced Foundation, it is characterised in that there are core plate in deep soil, core plate is drain bar for treated ground Partial digestion remaining residue, drain bar include the filter membrane of internal core plate and core plate periphery, shape between the core plate and filter membrane At drainage channel, the core plate is made of non-degradable material or material difficult to degrade, and the filter membrane is made of degradation material, As time goes by, filter membrane realizes fast degradation to drain bar in ground, after filter membrane degradation in ground only remaining core plate, ground Soil in base can fill the space of former filter membrane and former drainage channel so that soil is fitted closely with core plate.

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.

Above-mentioned Reinforced Foundation is using after well point plastic strip vacuum preloading seepage consolidation joint precipitating, pre-pressing dynamic consolidation method It is formed, plastic strip vacuum preloading seepage consolidation joint precipitating, pre-pressing dynamic consolidation method in well point includes the following steps：

First, levelling of the land waits for that reinforcing area surrounding excavates draining ditch water discharge；

Then, the pre- rammer before precipitation is selected without or carried out, water-stop curtain is set；

Then, plastic strip vacuum system in integral type well point is arranged

Integral type well point plastic strip pipe, which carries out plugging construction, forms integral type well point plastic strip pipe network lattice；

Integral type well point plastic strip pipe includes that drain bar, connection box, well-point pipe and connecting tube, the drain bar are vertically arranged In in deep soil, the well-point pipe is vertically arranged in shallow soil body, and the upper end of drain bar is by connecting box and well-point pipe Lower end connects, and the upper end exposing shallow soil of well-point pipe is external, 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,

Then, vacuum preloading

It waits for the cofferdam fill of reinforcing area surrounding, takes out reinforcing area outside source water in advance to waiting in reinforcing area cofferdam, Then integral type well point plastic strip vacuum system starts vacuum preloading, and suction underground water whole recharge is to waiting for stabilization zone when vacuum preloading Field surface, region surface to be reinforced all are annihilated by water to certain altitude, are realized water covering prepressing, are covered water-stop, cover water seepage flow；

Then, vacuum dewatering preloading

It is carried out in the fill of cofferdam in the water to gutter stored in opening aerial drainage cofferdam fill, it is pre- to start multipass vacuum-dewatering It presses, primary light rammer is set between adjacent vacuum dewatering preloading twice, carries out expiring rammer after last time vacuum dewatering preloading；

Finally, the absolute altitude of vibroroller cmpacting measurement in the whole field is handed over.

Compared with prior art, the beneficial effects of the invention are as follows：

1, sealing system improves one：

Cancel geotextiles geomembranes, sand bedding course, by by the shallow-layer at the well-point pipe of integral type well point plastic strip vacuum system The soil body is as first of sealant；Sealing effect is good, and construction is simple is reliable, saves material；

2, sealing system improves two：

Region surface to be reinforced in cofferdam covers water-stop, forms second sealant；

3, 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；

4, 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 improve vacuum pump quantity and realizes hierarchical loading, reason It is：First, the more difficult random increase vacuum pump quantity of sealing system membrane system complex, can only once have been laid by preset quantity At, vacuum pump quantity can not be adjusted according to monitoring data and realize dynamic load, secondly, be continuously increased with vacuum pump quantity, ground Lower water level decreasing is too fast, and the above surrounding soil body of level of ground water forms larger leaking source, conventional to use clay envelope wall soil cement Envelope wall etc. seems helpless less effective in face of the huge leaking source of semi-infinite body ground, the ground that process materials limit at present The slow gas leakage that table sealing system shows under ever-increasing vacuum level causes to form the cycle of a limiting equilibrium, therefore There are one the vacuum pump quantity balanced, the every vacuum pump processing area 800 ~ 1500 also often said in specification is flat for conventional vacuum precompressed Side.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；

5, Vacuum Loading System improves three：

Conventional vacuum covers the load effect that aqueous mode only has water-water reactor to carry and has been cut off due to the presence of diaphragm seal and covered water in advance It being fed to soil mass consolidation seepage flow, underground water self-circulation system cannot be formed, effect is had a greatly reduced quality, after improvement, the underground water of suction To foundation surface, the seepage flow under bulk water+suction function is replenished to ground formation cycle for recharge, passes through the turn on pump rate realization of control and takes out Water Spreading and seepage flow appropriate balance cover Water Spreading system not for the purpose of lowering of watertable, and for the purpose of realizing seepage consolidation The larger effect of 20 days water yields is ideal before system has avoided the occurrence of conventional vacuum precompressed, and gradually reduces jet pump with water yield Efficiency reduces, negative pressure is low, and sealing system reduces less effective in level of ground water because circulating water temperature height generates for jet pump, The problems such as vacuum preloading effect gradually reduces, this improves most important theory and is the discovery that：1, water is reduced as negative pressure carrier ratio Soil body interstitial air after water level is conducive to consolidate as negative pressure carrier, it can be understood as seepage consolidation or the flow of water are poor（Negative pressure is drawn It rises）Seepage consolidation, and water is small as the transmission negative pressure loss of negative pressure carrier, is thus extended to the simple realization of underwater vacuum precompression. 2, precipitating, pre-pressing effect is not obvious, and it is theoretical to deduct the increased precipitating, pre-pressing of water buoyancy dead weight for the above soil body of level of ground water after precipitation Actual measurement performance is general, and principle is it is still necessary to further study, though assume that soil body dead weight increases after precipitation, but level of ground water after precipitation The above soil strength has also obtained larger raising, opposite raising and crust layer of the above soil body of level of ground water due to intensity simultaneously Soil arching effect counteracts pre-compressed effect of the increase to the lower part soil body of its dead weight, and actual measurement level of ground water reduces excessive too fast（It reduces To lower 8 meters or so of earth's surface, usually not counting overload is also in 70kPa caused by the level of ground water of 7 meters or so of negative pressure declines, to 8 meters Following soil body surcharge preloading, consolidation settlement should significantly increase, but actual measurement is unsatisfactory, and stablize quickly）, in super quiet pore water Soil solidifying is stablized too early relatively instead under the premise of pressure is almost unchanged, so inferring, lowering of watertable causes ground heavy The non-water buoyancy disappearance soil body dead weight of drop main cause, which increases, to be caused, and ground caused by mainly flow of water difference causes seepage force is heavy Drop, at least seepage force are the leading factor that sedimentation occurs, so lowering of watertable need not be used to form precipitating, pre-pressing enhancing Vacuum preloading effect.3, conventional vacuum precompressed level of ground water reduces general 2 ~ 3 meters of unobvious, 90% below 2 ~ 3 meters of levels of ground water Soft soil foundation vacuum preloading carries out under water or in water in fact, illustrates that lowering of watertable vacuum preloading not can be achieved on And negative pressure transmission effect it is more preferable；

It is improved to based on above-mentioned analysis：Lowering of watertable does not cover Water Spreading vacuum method and constructs, realization water covering prepressing, It covers water seepage flow, cover water-stop, vacuum preloading seepage consolidation measured result is preferable.

6, 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.

7, the improvement of manifold：

Conventional vacuum precompressed manifold is that equal diameter pvc manages or be embedded to filter pipe etc. in layer of sand, improves transverse tube and uses with certainly The transverse tube segmentation of the necking section of venturi jet stream effect processed improves vacuumizing effect, in addition substitutes tradition three using mostly logical linkage section It is logical to improve tubing utilization rate and efficiency of assembling and reduce polylinker leaking source；

8, 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；

9, the remaining plastic draining board of conventional vacuum precompressed often causes certain residual settlement after work, especially construction time Between fail the soft soil foundation fully consolidated, the slow consolidation settlement under load long term after work, formed disease, after improvement, one The superstructure of body formula well point plastic strip pipe（Connect box, well-point pipe and connecting tube）It can pull out, gently be rammed in vacuum preloading, precipitation After the completion, the superstructure of integral type well point plastic strip pipe is pulled out using pipe extractor, the superstructure of integral type well point plastic strip pipe can With recycling, while the drain bar under earth's surface in shallow soil body under noresidue drainage channel, the shallow-layer soil body realizes whole work Drainage channel is not stayed afterwards, reduces residual settlement after work；

10, underground water is aspirated in conventional vacuum precompressed, be easy to cause the larger sedimentation of ambient enviroment, covers Water Spreading by being improved to Lowering of watertable vacuum seepage preloading method is not constructed, it is possible to reduce the influence to ambient enviroment；

11, Water Spreading not lowering of watertable is covered, vacuum dewatering preloading manifold and branch pipe water yield are big, underground water Zhou Erfu The cycle that begins seepage flow, it is ensured that vacuum pump and manifold, manifold system work in the case where full water expires negative pressure state, form negative pressure height, and actual measurement is adopted Large-area treatment region can be allowed to reach 90 ~ 100kPa of negative pressure with less vacuum pump expires table status, and vacuum pump will not go out Existing water shortage burns pump phenomenon；

12, 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；

13, 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；

14, early period covers Water Spreading vacuum seepage consolidation precompressed ground using not lowering of watertable, waits for that vacuum preloading settles Stablize, opens the water that cofferdam aerial drainage stores（Conventional depth of water 50cm or so）, continue quick lowering of watertable and play to take into account precipitation While the vacuum preloading of pre-compressed effect, the first pass dewatering construction of Dewatering dynamic compaction is completed, underground can be quickly reduced after improvement Water level is conventional to drop so that strong rammer dynamic consolidation increases energy level and influence depth and ensures do not occur spongy soil simultaneously to 5 ~ 8 meters Water strong rammer level of ground water generally only declines 2 ~ 3 meters or so, less effective.

15, 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；

16, 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 " well Point plastic strip vacuum preloading seepage consolidation combines precipitating, pre-pressing dynamic consolidation method, and having both vacuum preloading, precipitating, pre-pressing, precipitation, gently rammer is more Weight effect, deep shallow layer foundation are reinforced simultaneously, under the premise of preferably being consolidated using vacuum preloading deep soil, using cycle seepage flow Precompressed, precipitating, pre-pressing and Dewatering dynamic compaction form 6 meters or so of crust layer at the shallow-layer soil body, and multiple effect increases the pressure of the soil body Close effect reduces settlement after construction, and the improvement completes multiple reinforcing task in the case where not increasing larger cost reasons, especially It is suitable for work China Democratic National Construction Association workshop storage grounds and airfield runway, town road and railway bed etc..

17, 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 system, it is underwater to connect manifold, form underground water reciprocation cycle seepage flow by the seepage flow flow of water pressure difference that jet pump is formed , realize vacuum preloading 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 well point plastic strip 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.

18, cohesive soil Backfill Foundation especially collapsible loess is fallen consolidation settlement in the case where covering Water Spreading systemic effect, Densification effect is more preferable under chance water strength reduction and seepage consolidation double action, preferably simulates and is utilized nature air and follow The supply of ring rainwater and then the hardened crust layer phenomenon of solarization wind water transpiration earth's surface alternation of wetting and drying self-assembling formation, are particularly suitable for the work people Construct the factory buildings storage ground and airfield runway, town road and railway bed etc..

19, 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 system realizes shallow-layer vacuum preloading seepage consolidation and the multiple effect of precipitating, pre-pressing under the premise of preferable fast sealing Fruit.

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.

Figure 10 is the schematic diagram of Reinforced Foundation.

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 ~ Figure 10, a kind of well point plastic strip vacuum preloading seepage consolidation joint precipitating, pre-pressing power of the present invention Concretion 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.

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, 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 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, start first pass Vacuum dewatering preloading, 5 ~ 10 days adjustable, for the purpose of lowering of watertable, waits for that level of ground water reaches requirement（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.

Finally, treated, and ground forms Reinforced Foundation after a period of time, and the drain bar in ground is with the time Passage, since filter membrane 1.2 is made of degradation material, filter membrane 1.2 realizes fast degradation, after the degradation of filter membrane 1.2 in ground Only remaining core plate 1.1, the soil in ground can fill the space of former filter membrane 1.2 and former drainage channel 1.3 so that soil and core Plate 1.1 fits closely, therefore not only there is no gaps, and ground to be made to continue to settle in ground for core plate 1.1, and also acts The effect of reinforcement improves the integraty of difference floor heights above and below in ground.

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 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

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,

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, start first pass Vacuum dewatering preloading 6 days, for the purpose of lowering of watertable, waits for that level of ground water reaches 4m, gradually removes manifold at tamping point and prepares First pass gently rams；

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 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

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.

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, start first pass Vacuum dewatering preloading 7 days, for the purpose of lowering of watertable, waits for that level of ground water reaches 5m, gradually removes manifold at tamping point and prepares First pass gently rams；

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

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.

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, start first pass Vacuum dewatering preloading 10 days, for the purpose of lowering of watertable, waits for that level of ground water reaches 4.5m, gradually removes manifold at tamping point Prepare first pass gently to ram；

Step 6: first pass gently rams, energy level fixes tentatively 1800kN.m, square tamping point spacing 4m*7m, is bulldozed after rammer；

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

1. a kind of construction method of Reinforced Foundation, it is characterised in that there are core plate, core plates in deep soil for treated ground For drain bar Partial digestion remaining residue, drain bar includes the filter membrane of internal core plate and core plate periphery, the core plate and filter Drainage channel is formed between film, the core plate is made of non-degradable material or material difficult to degrade, and the filter membrane is degradable Material is made, and as time goes by, filter membrane realizes fast degradation to the drain bar in ground, only surplus in ground after filter membrane degradation Lower core plate, the soil in ground can fill the space of former filter membrane and former drainage channel so that soil is fitted closely with core plate；

The Reinforced Foundation is formed using after well point plastic strip vacuum preloading seepage consolidation joint precipitating, pre-pressing dynamic consolidation method, Well point plastic strip vacuum preloading seepage consolidation joint precipitating, pre-pressing dynamic consolidation method includes the following steps：

Then, plastic strip vacuum system in integral type well point is arranged：

Integral type well point plastic strip pipe includes that drain bar, connection box, well-point pipe and connecting tube, the drain bar are vertically arranged in depth In layer soil body, the well-point pipe is vertically arranged in shallow soil body, and the length of well-point pipe is 6 ~ 9m, and the upper end of drain bar passes through company The lower end for connecing box and well-point pipe connects, and the upper end exposing shallow soil of well-point pipe is external, the upper end of well-point pipe and one end of connecting tube Connection；The length of connecting tube is 1 ~ 2m；Integral type well point plastic strip pipe Mesh connection manifold and vacuum pump form the modeling of integral type well point Vacuum pumping system,

Then, vacuum preloading：

It waits for the cofferdam fill of reinforcing area surrounding, takes out reinforcing area outside source water in advance to waiting in reinforcing area cofferdam, then Integral type well point plastic strip vacuum system starts vacuum preloading, and suction underground water whole recharge is to waiting for reinforcing area table when vacuum preloading Face, region surface to be reinforced all are annihilated by water to certain altitude, are realized water covering prepressing, are covered water-stop, cover water seepage flow；

Then, vacuum dewatering preloading：

It is carried out in the fill of cofferdam in the water to gutter stored in opening aerial drainage cofferdam fill, starts multipass vacuum dewatering preloading, Primary light rammer is set between adjacent vacuum dewatering preloading twice, full rammer is carried out after last time vacuum dewatering preloading；

Finally, vibroroller cmpacting, measurement absolute altitude are handed in the whole field.

2. a kind of construction method of Reinforced Foundation according to claim 1, it is characterised in that core plate includes a lateral cloth The main gusset set and the more longitudinally spaced secondary gussets being arranged in before and after main gusset, main ribs plate, secondary gusset and filter membrane Between the gap that is formed be drainage channel.