CN100342087C - Multi-point stress vibroflotation combined compaction method - Google Patents
Multi-point stress vibroflotation combined compaction method Download PDFInfo
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Abstract
The multi-point stress vibroflotation combined compaction method is used for reinforcing and treating the dredger fill loose sandy soil foundation, and two reinforcing methods, namely a multi-point stress vibroflotation combined method and a vibration rolling compaction method, are organically combined; the combined compaction method of multipoint stress vibration exerts the pre-acting force on the loose sandy soil framework, namely, the vibration impact force, the exciting force, the resonance force, the extrusion force and the rolling force are exerted; the saturated loose sand soil body is subjected to predeformation and predeposition, so that the foundation soil can better meet the bearing deformation requirement in the engineering use stage after being treated; for reinforcing the sand-filled foundation of the port engineering, the strength standard can be controlled within the range of 0.85-0.65, and vibration rolling compaction can be completed within 1-7 days after vibroflotation. The method is a new method for the composite reinforcement treatment of the dredger fill loose sandy soil foundation. The two methods are organically matched and kneaded together, mutually supplemented and mutually promoted to form an organically combined new construction method for quickly and efficiently treating the dredger fill sand foundation.
Description
One, technical field
The invention belongs to flabbiness ground strengthened processing method category, particularly be suitable for handling the loose shape sand foundation of reinforcing the newborn hydraulic reclamation land-based area of riverbank, harbour large tracts of land, or even saturated powder fine sand foundation.It is a kind of filler hydraulic reclamation fluffing of moulding sand treatment of soft foundation novel construction method rapidly and efficiently that do not have.
Two, background technology
Ground both domestic and external is handled reinforcement means hundreds of kind even thousands of kinds, for the loosening sand ground of handling the newborn hydraulic reclamation land-based area of large tracts of land of reinforcing the riverbank, harbour, traditional processing method adopts piling prepressing and surcharge preloading method more, but the cycle of handling like that is oversize, can not satisfy and build the harbour requirement in recent years fast.For worker's methods such as common vibroflotation method and rolled-on methods, though available, efficient is too low, the processing degree of depth is again little, can not satisfy the user demand of modern container terminals such as heavy stockyard, quick construction large-sized deep water port at all.
CN200310117676 relates to a kind of method of large diameter thin wall pipe pile composite foundation reinforcing flexible foundation, comprises the steps: (1) prefabricated large diameter thin wall pile tube; (2), adopt construction machinery to squeeze into or be pressed into prefabricated large diameter thin wall pile tube in the soft clay foundation by the design reinforcement requirement; (3) on the stake top mattress layer is set and coordinates stake soil distortion and stressed.Be fit to soft foundation is reinforced, but it is to the having relatively high expectations of equipment, expense is bigger, and construction period is also longer.CN03115076.4 relates to a kind of no filler vibroflotation method technology, but it is limited to specific embodiment, fail comprehensively fundamentally foundation soil used and give power effect principle and go to deal with problems, Treatment Design and construction do not have complete theoretical system to support, and its treatment effect and benefit all are subjected to higher restriction.
Three, summary of the invention
The present invention overcomes existing method shortcoming and defect part, utilizes and gives power technical role principle, and making this worker's method implement to construction from notion, theory, technology all is a kind of renewal of ideas and technological break-through.The present invention is a kind of wound novel construction method.A kind of development and Application of compound reinforcement process is provided, has filled up the domestic and international blank of hydraulic reclamation fluffing of moulding sand reinforcing soft foundation.The saturated powder fine sand of special its energy consolidation process coastal engineering large tracts of land barged-in fill, its no filler technology characteristics and efficient rapid construction more manifest the superiority of its worker's method.
The consolidation process of soft foundation is that it is applied the power effect process of giving in fact.Ground is applied the power of giving be not only the influence power that can improve ground soil nature that applies prestressing force but apply a kind of broad sense.This influence power, no matter from the time go up, on the space, quantitatively with controllability or adjustability aspect, can take all factors into consideration when the design by people and be optimized design, and can optimize and arrange construction technology and well construction.Engineers and technicians initiatively give the influence power of this broad sense of foundation soil, will make ground soil nature reach best improvement state.
Adapt to consolidation process and improve ground soil nature degree needs, introduced the notion of the dynamics of giving of giving the power technology.Give the dynamics of the giving λ of power composite foundation
sBe that expression is applied in the ground to improve the degree of foundation soil Effect on Performance power.This dynamics of giving can be shown with following formula table:
In the formula, N
oAnd S
oBe respectively improvement soil nature given give power and improvement soil nature in advance given displacement; N and S are respectively the stable displacement that the stress that acts under the service load on the foundation soil and foundation soil body should produce.
In fact, the improvement of ground soil nature, its main purpose is to make things convenient for it to bear the top imposed load for the compressibilty that reduces foundation soil and permeability to improve bearing capacity of foundation soil.Thereby the dynamics of giving of representing to give the power composite foundation with the void ratio formula of soil body volumetric change is more directly perceived.Promptly
In the formula, e
fBefore representing to adopt the compacted filling void ratio of giving behind the power composite foundation reinforcing method respectively with e and reinforcing
The stable void ratio of foundation soil under service load.
And the relational expression of void ratio:
Then the dynamics of the giving formula by the displacement concept definition can become:
In the formula, V
fIt is the compacted filling voids volume that will reach by reinforcement means under the dynamics of the giving effect of design;
V
vBe that foundation soil body is reinforced preceding voids volume corresponding under service load;
V
sIt is the grogs volume under service load before foundation soil body is reinforced.This volume is indeclinable before and after ground stabilization.
Can choose according to two aspects of ratio that ground is handled the degree of depth and suffered dead load of foundation soil and mobile load for applying of the dynamics of giving, but reference table 1 when specifically selecting for use.
The present invention is based on above technical background, based on the basic theory system of whole worker's method of the inventor; The present invention is the center giving worker's method of reinforcing the multi-point stress vibrating-punching combined compacting method of the newborn hydraulic reclamation land-based area fluffing of moulding sand ground of riverbank, harbour large tracts of land (comprising saturated powder fine sand foundation) with perfect processing on the power effect principle basis, to improve its implementer's case is content, specifically comprises:
(1) construction technology process of whole invention;
Table 1 is for the dynamics of the giving scope reference value of giving the power composite foundation
| The dead load mobile load | The dynamics of the giving scope of the various different disposal degree of depth | |||
| 0~2m | 0~ | 4~ | 6～8m | |
| 1∶0.25 1∶0.50 1∶0.75 1∶1.00 1∶1.50 *1∶2.00 *1∶2.50 *1∶3.00 *1∶4.00 | 0.80~0.75 0.78~0.73 0.76~0.71 0.74~0.69 0.72~0.67 0.70~0.65 0.68~0.63 0.64~0.59 0.60~0.55 | 0.78~0.74 0.76~0.72 0.74~0.70 0.72~0.68 0.70~0.66 0.68~0.64 0.66~0.62 0.62~0.58 0.58~0.54 | 0.76~0.72 0.74~0.70 0.72~0.68 0.70~0.66 0.68~0.64 0.66~0.62 0.64~0.60 0.60~0.56 0.56~0.52 | 0.74~0.70 0.72~0.68 0.70~0.66 0.68~0.64 0.66~0.62 0.64~0.60 0.62~0.58 0.58~0.54 0.54~0.50 |
Annotate: (1) when vibrating load was arranged, the dynamics of giving should be got big value.When (2) hole, hole, the zone, cave of locality occurring for ground, adopt corresponding filling technique measure after, control its dynamics of giving again and handle.(3) when superstructure has specific (special) requirements to uneven settlement of foundation, it gives dynamics control and makes special disposal in addition.
(4) add the * item in the table and note the specific (special) requirements of structure ground.
(2) construction machinery of this worker method coupling and type selecting combination;
(3) multi-point stress vibrating-punching and compaction technology and construction parameter control criterion.
The present invention is based on that said method is supporting has finished the design of tentative constructure scheme, and the technical quality safeguard measure supporting with the inventive method arranged.
The object of the present invention is achieved like this:
The method of multi-point stress vibrating-punching combined compacting Ground Treatment: be used for consolidation process hydraulic reclamation loosening sand ground, utilize the associating vibroflotation method of multi-point stress vibration and the coupling and the kneading of two kinds of methods of vibroroller cmpacting compacting method, concentrate and apply the power effect of giving for effectively its loose sand skeleton, promptly apply the impulse force that shakes, exciting force, resonance power, extruding force and grinding pressure etc.Thereby, facilitate saturated loosening sand body to produce predeformation and pre-sedimentation, service load is added that the issuable most of total settlement elimination in back is in the consolidation process process.For the dredger fill ground of reinforcing port works, it gives the dynamics standard and can be controlled in 0.85～0.70 scope, dashes that to carry out vibroroller cmpacting in 1～7 day time of back compacted shaking, and finishes whole reinforcing construction process comprehensively.
The key problem in technology of the inventive method is: be at the geological conditions of intending the disposal field and the loading condition and the instructions for use of construction project to be built, design and control well the dynamics of giving standard that this worker's method applied and effective construction technological process.For port works, it gives the dynamics standard and can be controlled in 0.85～0.65 scope, and soil body void ratio index specifically reflects before and after especially more employing 0.85～0.7 scope, its available processes.
The present invention is that the coupling that worker's method machinery is carried out at the center is most important with the power type selecting of vibrating impacter.Multi-point stress vibrating-punching needs a plurality of vibrating impacters, is generally 2～4, adopts triangle or foursquare cloth well format.
The inventive method technology adapts to the compacted needs of no filler.Multi-point stress vibrating-punching needs 2～4 vibrating impacters, with loop wheel machine vibrating impacter is winched to suitable height, applies to satisfy the dynamics of giving of reinforcing needs.Shake towards one of equipment choosing 30,55,75 and four kinds of models of 100kW.Suitable to shake towards dot spacing be 2～4m, and determine at last according to tentative construction.A plurality of vibrating impacters are broken through the exciting force that produces in the journey, resonance power, extruding force etc. and are given the power effect and will constantly adjust the arrangement situation of original loose sand grains and carry out again chimeric in place shaking synchronously, tighten array structure, and formation caldera-like depression hole, the roughing sand particle that subsides from hole wall charges into continually again to shake to dash to add and pushes chimeric encryption in the solid in the lump then, has formed tight ordered state again.At last, the caldera-like depression that on the face of land, forms hole, will be in last vibroroller cmpacting operation compacted levelling and flatten the place.This no filler is compacted is by giving power effect effect, comes round Realization by means of the dynamics control criterion of giving.
The enforcement of the inventive method also should be improved and the supporting technology measure of worker's method.As shake towards the preceding drainage measure that falls, over the ground the surface drying layer of sand the effect that applies to take before giving power to pour water saturated measure and roll time control means etc.They all are very necessary to the effective enforcement and the consolidation effect enhancing of this worker method.The present invention carries out tentative construction obtaining machinery selection, construction control parameter and the quality detecting index of guaranteeing the power of giving and applying by selecting the test site, and then reaches the required dynamics of the giving control criterion of processing target.Wherein, be that the coupling that worker's method machinery is carried out at the center is most important with the type selecting of vibrating impacter.The water content of the inventive method hydraulic reclamation loosening sand ground before reinforcing is in 15～38% scopes, when being higher than this water content shake towards before to take to fall drainage measure, the saturated measure of taking to pour water before the shaking of reply face of land dry sand when being lower than this water content.
Roll the time control means by give dynamics control criterion coupling roll or vibroroller cmpacting must carry out two to three times, roll for the first time shaking and promptly carry out after dashing, roll the second time and back must be through certain hour at interval, be spaced apart 2～3 days at every turn, relevant with the water content of ground, it is short that water content hour rolls blanking time.
The spacing of punching position of shaking is looked factors such as the particle composition of sand, closely knit requirement, vibrating impacter power, presses equilateral triangle and arranges and arranged in squares.The punching spacing of shaking to silty soil and sand foundation can be estimated by following formula (1)～(3):
Equilateral triangle is arranged
Arranged in squares
In the formula, S-sand and the silt foundation punching spacing (m) of shaking;
D-shakes towards silt (sand) stake diameter (m), and calculate in impulse force institute pile hole by shaking;
ξ-correction factor pulls out speed and compact electric current, desirable 1.10～1.22 according to heavy;
e
0Void ratio before-ground is handled can be determined by the original state test, also can determine according to power or static sounding contrast test;
e
1The void ratio that the compacted back requirement of-ground reaches.
e
1＝e
mix-D
r(e
mix-e
min) (3)
In the formula, e
Mix, e
Min-be respectively the maximum of sand, minimum void ratio;
D
rThe relative compaction that requires sand to reach after-ground is compacted is according to on-the-spot earthquake intensity requirement, desirable 0.70～0.85.
The construction technology scheme of 8～10 kinds of multi-parameters of general design is that tentative construction is carried out on the basis, with the large-area construction on the place of selecting to determine to be put to again intend handling behind the best constructure scheme.
The present invention applies the power of giving to being reinforced soil body skeleton, apply the power effect of giving for its loose sand skeleton according to the associating vibroflotation method of giving the vibration of power effect principle multi-point stress, promptly apply the impulse force that shakes, exciting force, resonance power, extruding force and grinding pressure, facilitate saturated loosening sand body to produce predeformation and pre-sedimentation, service load is added that the issuable most of total settlement elimination in back in the consolidation process process, makes it the load metamorphism requirement that foundation soil can satisfy the engineering operational phase after treatment better.Being generally them breaks through the exciting force that produces in the journey, resonance power, extruding force etc. and gives the power effect and will constantly adjust the arrangement situation of original loose sand grains and carry out again chimeric in place shaking synchronously, tighten array structure, and formation caldera-like depression hole, the roughing sand particle that subsides from hole wall charges into continually again to shake to dash to add and pushes chimeric encryption in the solid in the lump then, has formed tight ordered state again; At last, the caldera-like depression hole that forms on the face of land will compacted levelling in the vibroroller cmpacting operation of mating several times.This no filler is compacted to be by giving power effect effect, realizing by means of the dynamics control criterion of giving.The key problem in technology of this method is will be at the geological conditions of intending the disposal field and the loading condition and the instructions for use of construction project to be built, designs and control well the dynamics of the giving standard that this worker's method applied.For the dredger fill ground of reinforcing port works, it gives the dynamics standard and can be controlled in 0.85～0.70 scope.The technical essential of this method is to carry out tentative construction obtaining machinery selection, construction control parameter and the quality detecting index of guaranteeing the power of giving and applying by selecting the test site, and then reaches the required dynamics of the giving control criterion of processing target.Wherein, be that the coupling that worker's method machinery is carried out at the center is most important with the power type selecting of vibrating impacter.
The enforcement skill of this method also should be improved and the supporting technology measure of worker's method.As shake towards the preceding drainage measure that falls the time control means etc. of pouring water saturated measure over the ground before the shaking of surface drying layer of sand and rolling.They all are very useful to the effective enforcement and the consolidation effect enhancing of this worker's method.
Therefore, adhere to the principle of " suiting measures to local conditions, practical ", after type selecting matched construction machinery, contrast chose construction parameter in test, and adjusts construction parameter in tentative construction, all is crucial.
The characteristics of the inventive method are: this is a kind of compound consolidation process hydraulic reclamation loosening sand ground new method.It is blended together the associating vibroflotation method and the organic coupling of vibroroller cmpacting compacting method of multi-point stress vibration, creates condition mutually, replenishes mutually, mutually promotes, and forms the dredger fill sandy soil of the processing rapidly and efficiently ground novel construction method of organic assembling jointly.
The High-Pressure Water that the tradition vibroflotation method adopts easily makes powder fine sand particle form with current to overflow or be the purpose that complete liquefaction does not reach consolidated subsoil.Because the powder fine sand has closely knit relatively stable state under certain dynamic load(loading).The present invention adds and gives dynamics controlled condition, will make its foundation stability be able to bigger enhancing.
In a word, this method is according to giving power effect principle (the given-force action principle), repeatedly use the power effect technology of giving, apply the impulse force that shakes, exciting force, resonance power, extruding force and grinding pressure etc. and give the power effect being reinforced soil body skeleton repeated multiple times, the dynamics of giving (degree of the givenforce) control according to prior design, impel loose sand body to produce corresponding predeformation, thereby reduce soil body hole fast to increase its compactness, reach pre-settling amount that should produce and the ground stabilization novel construction method of eliminating most of posterior settlement amount.
This method is to be applicable to a kind of no filler reinforcing new method of reinforcing newborn dredger fill sandy soil ground.Even for saturated powder fine sand soil, also be packless quick ground stabilization basically.So the easy construction of method, consumptive material is few, and expense is cheap, and short construction period, and consolidation effect is obvious.Depth of interaction to ground can reach more than 15 meters.
Four, description of drawings
Fig. 1 is a vibroflotation construction flow chart of the present invention, finishes by 1.-6. technology
Five, the specific embodiment
(1) at first carries out careful complete investigation analysis, grasp and plan to build the load standard and the designing requirement of facility on the ground such as place and road, clearly plan to build the classification standard (comprising the index that designing requirement reaches) of place consolidation process.Simultaneously, be familiar with planning to build the engineering geologic investigation data in place and the technical condition that the hydraulic reclamation layer of sand forms, see clearly soil nature soil property feature, grasp and handle the degree of depth and process range, formulate the good suitable dynamics of giving control criterion.
(2) the present invention utilizes the associating vibroflotation method of multi-point stress vibration and the coupling and the kneading of two kinds of methods of vibroroller cmpacting compacting method: apply and give the power technical role being reinforced soil body skeleton, apply the power effect of giving promptly for loose sand skeleton.The power of giving applies by construction machinery and implements, and its type selecting is carried out supporting with the type selecting of vibrating impacter, determines and improves construction machinery coupling and type selecting combination, gives applying of dynamics and is controlled to be principle to satisfy.
Shake to dash and facilitate saturated loosening sand body to produce predeformation and pre-sedimentation, and then roll.Roll or vibroroller cmpacting compacted be a kind of process that service load is added up.By give dynamics control criterion coupling roll or vibroroller cmpacting must carry out two to three times, roll for the first time shaking and promptly carry out after dashing, for the second time and roll must be through certain hour at interval in the back, each interval 2～3 days, relevant with the water content of ground, it is longer to roll blanking time when water content is big.Realize effectively rolling, could satisfy the load metamorphism requirement of engineering operational phase better, and the place is planned to build in leveling.
The strengthening construction process is mainly served as theme with the stress vibrating-punching processing arrangement.According to the experimental study correlation data as can be known, 2 stress vibrating-punchings and 3 and 4 stress vibrating-punchings all are better than the consolidation effect that single-point shakes and dashes.For 2 stress vibrating-punchings, the machinery combination is saved trouble, and vibrating impacter power, lifting capacity and stationary problem also solve easily, implement more simple and easy to do than 3 stress vibrating-punchings, and more economical.This is the normal at present construction allocation plan that adopts.4 stress vibrating-punchings are double machine parallel constructions, though also simple and easy to do, the stationary problem of 4 vibrating impacters requires very high.
2 stress vibrating-punchings (i.e. 2 resonance) need 2 vibrating impacters, and its type selecting is mainly selected according to consolidation process degree of depth power demand size.Certainly, should consider comprehensively also towards dot spacing to shaking that because power is big more, the scope of the impact extrusion Mi Qu that shakes is big more, its influence basin is also big more; And 2 resonance can shorten construction period greatly.
Arrange and spacing about the position, hole: equilateral triangle commonly used and two kinds on square are arranged in the punching position that shakes, for the large tracts of land close processing of impact extrusion of shaking, can obtain better compacted effect with equilateral triangle than arranged in squares, the hole arranged position of equilateral triangle is adopted in the close processing of impact extrusion of shaking of this engineering.
The spacing of punching position of shaking is looked factors such as the particle composition of sand, closely knit requirement, vibrating impacter power, should determine according to qualifications by site test results.In order to provide reference to field trial, can press Shanghai City standard (DBJ08-40-94) " foundation treatment technology standard " earlier, press equilateral triangle and arrange.The punching spacing of shaking to silty soil and sand foundation can be estimated by above formula (1) and (2):
Choose the type selecting coupling of the impact machine tool of can determining after vibrating impacter power and the loop wheel machine lifting capacity to shake.Select the combination that matches of the vibroroller cmpacting machinery of appropriate energy on this basis again.Determine that construction machinery coupling and type selecting combination are extremely important to the dynamics of the giving control that realizes design in advance.Apply the impulse force that shakes, exciting force, resonance power, extruding force and grinding pressure, thereby facilitate saturated loosening sand body to produce predeformation and pre-sedimentation to finish the reinforcing requirement by predeterminated target.
The enforcement of the inventive method also should be improved and the supporting technology measure of worker's method.As shake towards the preceding drainage measure that falls the time control means etc. of pouring water saturated measure over the ground before the shaking of surface drying layer of sand and rolling.Then, roll or vibroroller cmpacting is compacted that service load is added that the issuable most of total settlement in back eliminates in the consolidation process process, make it the load metamorphism requirement that foundation soil can satisfy the engineering operational phase after treatment better.Different saturated loosening sand body generations is given the dynamics standard and is can be controlled in 0.85～0.65 scope, can accomplish that especially 0.85～0.75 control interval is better.
(3) appropriate design this plan to build the construction technology process that this worker method is used in the place, carry out the concrete analysis of concrete place, technological process is sat in the right seat, suit the engineering actual conditions more.
(4) the tentative constructure scheme of this worker method is used in design.The specific aim of the testing program of design is eager to excel, and the test subregion wants clear and definite, and contrast property will be given prominence to, so that select to determine best constructure scheme.
(5) inquire into this and plan to build multi-point stress vibrating-punching technology and the construction control parameter that the large tracts of land reinforcing is used on the place.
This is inquired into effectively instructing large-area construction, and strengthens treatment effect and accelerate construction period and play key effect.Usually, some testing programs of more options are selected foundation as a comparison.For process program, can be designed to 8～10 kinds, and want conversion to sink for the first time and pull out, sink for the second time and pull out and heavy for the third time procedure technology controlling parameter of pulling out.Also to do some suitable variations for different construction plants, effectively add the power of giving and be applied to better and be reinforced soil body skeleton and get on to obtain bigger consolidation process effect to adapt to different characteristic place demand, to allow.
(6) improve and the supporting technical quality safeguard measure of this worker method.
Before reinforcing, during the trial zone construction, when abnormal conditions are met in the large-area construction neutralization, all be unable to do without the corresponding techniques quality assurance measure especially, it can bring into play good effect to strengthening the consolidation process effect.
Case introduction---certain deep water port harbor district land-based area place dredger fill is reinforced
(1) plans to build on-the-ground test construction overview
According to Shanghai deep water port harbor district topographic and geologic condition and dredger fill varied in thickness situation, be broadly divided into two in dark district and shallow district and shake towards the district.Because dark district dredger fill is thicker, and the more shallow district of the engineering properties of dredger fill is poor, whether this worker method is applicable to the dredger fill reinforcing of dark district, and its corresponding technological process and construction parameter should be determined by field trial research.It is 22500m that this dark district dredger fill shakes towards the test area of consolidation process
2, now with distinguish the relevant best design parameter that dashes test of shaking deeply, shake towards technological process, shake towards equipment, shake punching apart from and the problem divisions such as dashing the some arrangement form that shakes as follows:
(2) design data and designing requirement
A) design load
Harbor district stockyard evenly distributed load: wheel-track type straddle truck stockyard is high five layers, evenly distributed load q=5.5t/m
2
The angle load: 40 ' loaded van is piled high five layers, P=34t; 20 ' loaded van is piled high five layers, P=22.5t
B) class of buildings and earthquake standards
On-site is an I level building.Basic earthquake intensity is 6 degree, and design intensity is 7 degree.
C) reinforcement depth and place leveling absolute altitude
The deep layer region close effective reinforcement depth of impact extrusion that shakes is not less than 15m.Absolute altitude is checked and accepted in the ground stabilization leveling.
D) bearing capacity of foundation soil
Bearing capacity after the ground leveling is 180～200kpa.
E) relative settlement amount and residual settlement amount
Residual settlement amount 30～50cm.The relative settlement amount: the loaded van stockyard is in 0.5%.
F) field test standard
Static sounding static point resistance q
c＞7Mpa;
Standard blow number N
63.5＞18 hit.
Because Container Yard and corresponding road are higher to bearing capacity of foundation soil and deformation requirements, the preliminary double end of considering to adopt 2 resonance of this worker method close technology of impact extrusion of shaking.By calculating the dynamics of controlling of giving is 0.78～0.82.The dredger fill ground processing of carrying out the harbor district deep layer region with this worker method Scheme of Strengthening is adopted in design, in the hope of reaching the bearing capacity that improves foundation soil, the settling amount that reduces ground, improves the uniformity of place soil, and the earthquake liquefaction possibility of eliminating foundation soil.
(3) the double end close technology of impact extrusion of shaking
Different construction technologies, to the obvious effect of work efficiency, different load times, on pull out and the number of times that sinks, factors such as speed control are the main distinctions of different construction, and are preferred by carrying out after the test effect contrast.Now formulated the testing program of a complete set of 9 kinds of vibroflotation construction technologies, referring to following double end vibroflotation construction flow chart (Fig. 1).
(4) test procedure and step
A) place is smooth, pre-buried water level pipe and pore pressure gauge;
B) shake before sand dry density test and cone penetration test, measure sedimentation mark and groundwater table initial reading;
C) shaking of this worker method dashed test;
D) surface settlement observation;
E) push away flat vibroroller cmpacting;
F) push away surface settlement observation behind the flat vibroroller cmpacting;
G) shook after the off-test one month, carry out standard penetration test, cone penetration test, plate and dry density test.
(5) achievement of shaking and obtaining towards test
By the test of dark district vibroflotation construction, adopted the crawler crane of suitable lifting tonnage, the 75kW that slings, 100kW vibrating impacter all can carry out two point resonance.Adopt two point resonance that two vibrating impacters were influenced each other, improve the ground stabilization effect, can improve work efficiency again.Two kinds of power vibrating impacters are selected to be as the criterion with the contrast test achievement.
The contrast test achievement of 75kW, 100kW vibrating impacter is shown in Table 2:
The contrast test outcome table of table 2 75kW, 100kW vibrating impacter
| Vibrating impacter power (kW) | The close district of the impact extrusion of shaking scope (m) | Shake and dash influence back scope (m) | Suitable shaking towards dot spacing (m) | Obviously improve the hole depth position (m) of bearing capacity | Every group of vibrosinking pile construction time spent (min) |
| 75 | 1.5-2.0 | 2.0-3.5 | 3.0-3.5 | 4.0 | 50±5 |
| 100 | 1.5-2.5 | 2.5-4.0 | 4.0 | 8.0 | 35±5 |
Improving employing 75kW for vibrosinking pile core bearing capacity shakes obvious towards the equipment effect.
Analyze towards dot spacing and vibroflotation construction time spent from suitable shaking, 100kW the work efficiency of shaking towards the work efficiency of equipment apparently higher than 75kW, the spacing of dashing point is less but 75kW shakes, so the uniformity of construction groundwork is better than shaking towards the bigger 100kW vibrating impacter of dot spacing.
(6) achievement analysis
The 75kW vibrating impacter is to the good uniformity of ground stabilization.Behind vibroflotation construction, inter-pile soil and the bearing capacity of vibrosinking pile core below mud face 4.0m that dashes point that shake all is significantly increased, and it is more remarkable to adopt two point resonance to improve construction efficiency.
Adopt vibroflotation construction testing program 1 comparatively superior, the available 15m of sinking to, 14.5m and three times close degree of depth of the impact extrusion of shaking of 10m to strengthen to the dark soil layer of 10m under the face of land close effect of shaking, improve its allowable bearing, again can be intentinonally the anti-liquefying power of surface soil layer to the 15m scope.On the section of pulling out apart from controlling by the regulation in the testing program with load time.Under the prerequisite that guarantees the vibrating impacter operate as normal, should reduce hydraulic pressure, to avoid forming the cavity as far as possible.
Only add (or utilizing the hole wall slump) original position powder fine sand soil in principle, need not add coarse aggregate in addition.But when chance mud off phenomenon is serious, can adds a small amount of coarse aggregate and destroy grout wall to improve compactness.
Preceding 3～4 hours of vibroflotation construction will be poured water to the works area, makes surperficial layer of sand fully moisture, to improve the shaking towards effect of shallow-layer dredger fill.
Employing road roller base table layer over the ground carries out the vibroroller cmpacting reinforcing, and its pressure of shaking influences the degree of depth and can reach 2～3m scope under the face of land, makes the shallow layer foundation consolidation effect more obvious.
The construction quality of shaking after dashing through the trial zone detects, after shaking and dash, the static sounding specific penetration resistance shakes towards 2.0～3.5 times of preceding raisings, the foundation soil allowable bearing reaches about 200kPa, satisfied designing requirement preferably, and eliminated the earthquake liquefaction possibility, optimum process scheme has been obtained in tentative construction, can use above-mentioned achievement and carry out the large tracts of land vibroflotation construction.
(7) large-area construction worker method
Shake towards tentative construction by the careful scene of planning to build, obtained valuable construction experience, be summarized as follows towards requirements such as equipment configurations planning to build required the shaking towards technological process, vibroflotation construction technology controlling parameter and shake of place large-area construction:
A) vibroflotation construction technology
Before vibroflotation construction 3～4 hours to intending the place advancing irrigation water of construction, make the shallow top layer soil body fully moisture, and water is transmitting vibrations power fully, thereby have improved the shaking towards effect of top dredger fill.Each is shaken towards the some position, adopts following construction technology:
1. aim at the punching position that shakes, error is no more than the vibrating impacter diameter half, opens water pump and vibrating impacter.
2. shaking at a slow speed to sweep away is sink to designing requirement (15m) and locates, and stays the 20s that shakes.
3. shake at a slow speed to rush to and pull out, stay the 120s that shakes to the place, aperture.
4. shaking at a slow speed to sweep away is sink to below ground 14.5m place, stays the 20s that shakes.
5. shake at a slow speed to rush to and pull out 0.5m, stay the 15～20s that shakes.
6. pull out on 0.5m by section successively, every section is stayed the 15～20s that shakes, and until the place, aperture, stays and shakes 60 seconds.
7. shaking once more to sweep away is sink to the 10m place, stays the 20s that shakes.
8. shake at a slow speed to rush to and pull out 0.5m, stay the 15～20s that shakes.
9. pull out on 0.5m by section successively, every section is stayed the 15～20s that shakes, on pull out the aperture, stay the 60s that shakes.
10. pile finishes, and switches off the pump and vibrating impacter, moves to next punching position that shakes.
B) vibroflotation construction technical data control
1. adopting the 75kW vibrating impacter to carry out two point resonance, shake towards spacing is that 3.5m, construction position, hole are arranged by equilateral triangle.
2. distinguishing vibroflotation depth deeply must not control less than 15m.
3. injection and on the speed of pulling out be 2～3m/min.
4. hydraulic pressure is controlled at 0.2～0.3Mpa.
5. every section hoisting depth is 0.5m.
6. compact electric current is 55～70A.
7. last when pulling out to the aperture back-up sand shake close.
8. 24 hours continuous construction operations.
C) configuration of vibroflotation construction device therefor is referring to table 3.
Table 3 vibroflotation construction device therefor allocation list
| Sequence number | Device name | Specification or model, ability | Configuration quantity | Plan on-the-spot service time | |||
| Have (platform) | Newly purchase (platform) | Lease (platform) | Add up to (platform) | ||||
| 1 | Vibrating impacter | ZCQ-75 | 6 | 10 | 16 | Finish to engineering | |
| 2 | Crawler crane | 50t | 7 | 7 | Finish to | ||
| 3 | | 4 | 21 | 25 | Finish to | ||
| 4 | Submersible pump | 8 | 42 | 50 | Finish to engineering | ||
| 5 | | 6 | 19 | 25 | Finish to | ||
| 6 | | 4 | 21 | 25 | Finish to engineering | ||
| 7 | Ac | 4 | 4 | Finish to engineering | |||
| 8 | Generator | 200kW | 8 | 8 | Finish to engineering | ||
| 9 | Generator | 50kW | 1 | 1 | Finish to engineering | ||
| 10 | Switchbox | 8 | 10 | 18 | Finish to engineering | ||
| 11 | The operation switch board | 8 | 10 | 18 | Finish to engineering | ||
| 12 | | 3 | 3 | Finish to engineering | |||
| 13 | Automatic monitored control system | 25 | 25 | Finish to engineering | |||
| 14 | Recording room | 1 | 7 | 8 | Finish to engineering | ||
| 15 | Truck | 2.5 | 3 | Finish to engineering | |||
(8) construction quality detects
Detection after the thickly basic processing of the impact extrusion of shaking finishes is divided into the self check of unit in charge of construction and the check of Construction unit.Deep layer in first stage of the project close stabilization zone of impact extrusion (III district) that shakes, 260,000 square metres vibroflotation construction quality inspection, workmanship inspection center of design and research institute carries out by the bay, Shanghai, and provides the effect detection report of this ground stabilization III district on November 5th, 2004.In the ground design, need consider the index reliability of soil when calculating allowable bearing capacity of foundation soil and foundation deformation.For this reason, the detection achievement with examining report provides after fail-safe analysis, proposes to give the foundation soil design objective of reliability implication:
A) standard penetration test (SPT)
Close back 28 days foundation soils to reinforcing of the impact extrusion of shaking carry out standard penetration test, have become the compaction rate of the dredger fill sandy soil of land-based area at the different depth place with check, determine the allowable bearing of dredger fill layer and judge its liquefaction potential.Mark passes through the every 5000m of test
2Arrange a hole, hole depth is the ground degree of depth of actual treatment.
This standard penetration test is at end of day October 13 in 2004, finish the standard penetration test test in 43 standard penetration test holes altogether, wherein the Westbound is 35 holes, the Sector East is 8 holes, every 1.5m does once along hole depth, when with the standard blow number N63.5 basis of calculation penetration test bearing capacity of foundation soil, getting reliability β value is 0.95.Standard penetration test is hit several fail-safe analyses and is calculated as shown in table 4:
Table 4 standard penetration test is hit number and is hit several fail-safe analysis computational charts
| Calculating parameter | The Westbound | The Sector East | ||
| 2～ | 6～9m | 2～ | 6～9m | |
| Sample capacity (n) | 35 | 35 | 8 | 8 |
| Scope of statistics (hitting) | 18～26 | 19～27 | 19～28 | 19～24 |
| Average (hitting) | 21.4 | 23.0 | 21.4 | 21.5 |
| Mean square deviation (hitting) | 2.15 | 1.94 | 3.20 | 1.77 |
| The coefficient of variation | 0.010 | 0.008 | 0.150 | 0.082 |
| The reliability threshold | 1.69 | 1.69 | 1.86 | 1.86 |
| The design parameters (hitting) of actual measurement statistics | 21.3 | 22.9 | 19.3 | 20.3 |
As seen from the above table, through the analysis of reliability 95% probability, several N are hit in standard penetration test
63.5=19.3～22.9 hit, and all hit greater than 18 of designing requirement.
B) cone penetration test (CPT)
Shake and the ground of reinforcing is carried out cone penetration test, become the specific penetration resistance size of land-based area dredger fill, in order to evaluate liquefaction potential, mechanical index such as allowable bearing capacity of foundation soil, modulus of deformation are provided at the different depth place with check towards the back.The every 2500m of cone penetration test
2Arrange a hole, hole depth is the ground degree of depth of actual treatment, and the position of test hole should be near the standard penetration test hole in 1.0～1.5m scope.
This cone penetration test began to finish 85 cone penetration test holes altogether to end of day in October 31 on October 13rd, 2004, and wherein the Westbound is 70 holes, and the Sector East is 15 holes.When calculating bearing capacity of foundation soil with specific penetration resistance Ps, getting reliability value β is 0.95.The fail-safe analysis of static sounding specific penetration resistance is calculated as shown in table 5.
C) plate (PLT)
Shake dash finish 28 days after, carrying out plate without the following 40cm place, dredger fill surface that rolls, with the deformation characteristic of the check soil body under load action, determine mechanical index such as dredger fill allowable bearing and modulus of deformation, done one group of dull and stereotyped loading test 30 days～October 31 October in 2004 in the III district.
Bearing plate is the rigidity plate, and the pressing plate bed-plate dimension is 1.5m * 1.5m, piles weights such as steel ingot above; Maximum load 700kN, maximum pressure Pmax reaches termination test behind 1.7 times of design load (surpassed code requirement 1.6 times) 311kPa under the bearing plate, and ground does not have any destruction sign.The accumulative total settling amount of Pmax correspondence is 14.62mm, and P～S curve is a slow change type, judges according to conventional 0.01～0.02s/b relative settlement method, and allowable bearing is greater than the 180kPa of design load.
The fail-safe analysis computational chart of table 5 cone penetration test specific penetration resistance
| Calculating parameter | The Westbound | The Sector East | ||
| 2～ | 6～15m | 2～ | 6～15m | |
| Sample capacity (n) | 70 | 70 | 15 | 15 |
| Scope of statistics (Mpa) | 7.69～23.12 | 8.23～14.48 | 8.00～10.89 | 7.25～9.39 |
| Average (Mpa) | 10.14 | 9.77 | 9.32 | 8.08 |
| Mean square deviation (Mpa) | 2.52 | 1.40 | 0.932 | 0.552 |
| The coefficient of variation | 0.249 | 0.144 | 0.010 | 0.068 |
| The reliability threshold | 1.67 | 1.67 | 1.75 | 1.75 |
| The design parameters (Mpa) of actual measurement statistics | 9.64 | 9.49 | 9.27 | 7.83 |
As seen from the above table, through the analysis of reliability 95% probability, static sounding specific penetration resistance P
s=7.83～9.64MPa is all greater than the 7MPa of designing requirement.
D) modulus of resilience test
On October 27th, 2004 utilized the load platform of load plate test to make counter-force in western III6-3 sub-district, had done one group of modulus of resilience test of measuring the dredger fill ground with loaded plate.Loading step by step, off-load circulation are adopted in test, have done seven times altogether and have added off-load, the foundation soil modulus of resilience E of mensuration
0Be 57.9Mpa, also reach designing requirement fully.
Above total quality detects and all meets design requirement, and is that technology is reliable so this worker's method is used for large-area construction, and has been put to large-area consolidation process construction.This worker's method is looked into newly through the domestic and international database of Jiangsu Province science and technology Cha Xin referral centre (country-level science and technology is looked into new consulting unit) on June 7th, 2005; And the appraisal of scientific and technological achievements of Jiangsu Province science and technology bureau tissue, its novelty have certainly been passed through on June 29th, 2005.
Claims (4)
1, multi-point stress vibrating-punching combined compacting method is used for consolidation process hydraulic reclamation loosening sand ground, it is characterized in that: adopt the associating vibroflotation method of multi-point stress vibration and two kinds of reinforcement means of vibroroller cmpacting compacting method to organically combine, promptly mate and integrate; The combined compacting method of multi-point stress vibration applies the power effect of giving for its loose sand skeleton, promptly applying the impulse force that shakes, exciting force, resonance power, extruding force gives the power effect and will constantly adjust the arrangement situation of original loose sand grains and carry out again chimeric in place, tighten array structure, and formation caldera-like depression hole, the roughing sand particle that subsides from hole wall charges into continually again to shake to dash to add and pushes chimeric encryption in the solid in the lump then, has formed tight ordered state again; At last, the caldera-like depression that forms on face of land hole will compacted levelling in the vibroroller cmpacting operation of coupling several times; Multi-point stress vibrating-punching needs 2～4; The punching position layout of shaking adopts equilateral triangle and two kinds on square; The water content of hydraulic reclamation loosening sand ground is in 15～38% scopes before reinforcing, must be to its damp sand layer take to shake drainage measure that falls towards preceding, the saturated measure of pouring water before the surface drying layer of sand is taked to shake over the ground when being lower than this water content when being higher than this water content; The dynamics standard of giving is controlled in 0.85～0.7 the scope; Dash back-up sand soil base for what reinforce port works, it gives the dynamics standard and is controlled in 0.85～0.65 scope, and dashes that to finish vibroroller cmpacting in 1～7 day time of back compacted shaking; Roll the time control means by give dynamics control criterion coupling roll or vibroroller cmpacting must carry out two to three times, roll for the first time shaking and promptly carry out after dashing, roll the second time and back must be through certain hour at interval, be spaced apart 2～3 days at every turn, relevant with the water content of ground, it is short in described scope that water content hour rolls blanking time; Facilitate saturated loosening sand body to produce predeformation and pre-sedimentation, service load is added that the issuable most of total settlement elimination in back is in the consolidation process process.
2, by the described multi-point stress vibrating-punching combined compacting method of claim 1, the spacing of the punching position that it is characterized in that shaking is looked the particle composition of sand, closely knit requirement, vibrating impacter power factor (PF), presses equilateral triangle and arranges and arranged in squares; The punching spacing of shaking to silty soil and sand foundation is estimated by following formula (1)～(3):
Equilateral triangle is arranged
Arranged in squares
In the formula, S-sand and the silt foundation punching spacing (m) of shaking;
D-shakes towards silt (sand) stake diameter (m), and calculate in impulse force institute pile hole by shaking;
ζ-correction factor pulls out speed and compact electric current according to heavy, gets 1.10～1.22;
e
0Void ratio before-ground is handled is determined by the original state test, or determines according to power or static sounding contrast test;
e
1The void ratio that the compacted back requirement of-ground reaches;
e
1＝e
max-D
r(e
max-e
min) (3)
In the formula, e
Max, e
Min-be respectively the maximum of sand, minimum void ratio;
D
rThe relative compaction that requires sand to reach after-ground is compacted according to on-the-spot earthquake intensity requirement, gets 0.70～0.85.
3, by the described multi-point stress vibrating-punching combined compacting method of claim 1, it is characterized in that shaking towards one of equipment choosing 30,55,75 and four kinds of models of 100kW, suitable to shake towards dot spacing be 2～4m, and determine at last according to tentative construction.
4, by the described multi-point stress vibrating-punching combined compacting method of claim 1, it is characterized in that with the construction technology scheme that designs 8～10 kinds of multi-parameters being that tentative construction is carried out on the basis, with the large-area construction on the place of selecting to determine to be put to again intend handling behind the best constructure scheme.
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| CN100447345C (en) * | 2007-04-17 | 2008-12-31 | 张志铁 | Large-area soft foundation soil bag and wellpoint composite consolidation method |
| CN102465523B (en) * | 2010-11-19 | 2013-09-18 | 葛辉 | Dry and dense resonance method for reinforcing soft soil foundation of new hydraulic-fill sand |
| CN102140797B (en) * | 2011-01-18 | 2012-07-25 | 中交第三航务工程局有限公司 | Sand slinging preparation linkage control system and method |
| CN102953307A (en) * | 2011-08-30 | 2013-03-06 | 中国民航机场建设集团公司 | Airport channel powder fine sand foundation processing method |
| CN104947665A (en) * | 2015-07-16 | 2015-09-30 | 南通理工学院 | Construction method of bulk material rammed pile composite foundation |
| CN105424591B (en) * | 2015-11-23 | 2018-02-16 | 太原理工大学 | The indoor measurement apparatus of soil body penetration resistance under various states |
| CN106836182A (en) * | 2017-02-10 | 2017-06-13 | 刘洪昌 | A kind of compacted technique of vibroflotation water conservancy diversion |
| CN108589688B (en) * | 2018-05-14 | 2020-06-09 | 中国科学院武汉岩土力学研究所 | Construction method for coral sand foundation deep vibration-impact combined with shallow water spraying impact rolling reinforcement |
| CN112538855A (en) * | 2020-12-25 | 2021-03-23 | 浙江省围海建设集团股份有限公司 | Filler-free double-head vibroflotation compaction control method for silty-fine sandy soil foundation |
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