CN100350103C - Filling free vibroflotation method - Google Patents
Filling free vibroflotation method Download PDFInfo
- Publication number
- CN100350103C CN100350103C CNB031150764A CN03115076A CN100350103C CN 100350103 C CN100350103 C CN 100350103C CN B031150764 A CNB031150764 A CN B031150764A CN 03115076 A CN03115076 A CN 03115076A CN 100350103 C CN100350103 C CN 100350103C
- Authority
- CN
- China
- Prior art keywords
- vibroflotation
- shakes
- shake
- towards
- shaking
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Abstract
The present invention relates to a filling-free vibroflotation method. The present invention is characterized in that following vibroflotation construction parameters are set: A, a vibroflotation depth is set to be large than the difference of a blowing sand-filling elevation and a ground elevation and less than the difference of the blowing sand-filling elevation and an undisturbed soil elevation. B, a vibroflotation space is set to 2 m to 3 m, and vibroflotation hole positions are arranged according to a regular triangle. C, a vibroflotation compact current is set to 20 A to 25 A. D, vibroflotation remaining time is set to 8 s to 10 s in each of the holes and 30 s at each hole bottom. E, a hydraulic pressure in vibroflotation is set to 0 KPa to 50 KPa. F, a vibroflotation rate of descent (R/D) is set to 0 m/min to 2 m/min, and a lifting speed is set to 1 m/min to 2 m/min. G, a vibroflotation mode is set to double vibration or three vibration. The filling-free vibroflotation method used for processing the foundation of power fine sand layers has the advantages of simple, convenient, rapid and effective construction, construction cost saving and favorable enhancement effect.
Description
Technical field
The present invention relates to a kind of to ground stablize, the method for consolidation process, particularly relate to a kind of no filler vibroflotation method that the fine sand layer ground is handled.
Background technology
At present ' the no filler vibroflotation method ' technology that adopts in the domestic and international project is only applicable to handle clay content less than 10% coarse sand ground and medium sand ground, is not suitable for the ground of the saturated loose fine sand layer of processing.Novelty assessment report is retrieved also the concrete instance that discovery has application ' no filler vibroflotation method ' that large-area fine sand layer ground is handled at present both at home and abroad.With respect to the filler vibroflotation method is arranged, no filler vibroflotation method has advantages such as short construction period, construction price are low.Engineerings such as harbour, airport and road usually need large tracts of land shallow layer soft soil quality base is handled, and can not use no filler vibroflotation method and bring constructional difficulties for these engineerings, have increased huge construction investment.
Summary of the invention
The objective of the invention is to handle the deficiency of fine sand layer ground, a kind of no filler vibroflotation method that saturated fine sand layer ground is handled that is widely used in is provided in order to have overcome existing no filler vibroflotation method.
In order to realize purpose of the present invention, the present invention is by the following technical solutions: a kind of no filler vibroflotation method, it is characterized in that being set as follows the vibroflotation construction parameter: a. vibroflotation depth is set at poor greater than hydraulic fill sand absolute altitude and ground level, poor less than hydraulic fill sand absolute altitude and undisturbed soil absolute altitude; B. shaking is set at 2m to 3m towards spacing, and the punching position that shakes is arranged by equilateral triangle; C. shake and be set at 20A to 25A towards compact electric current; D. load time is set at 8s-10s in the hole, 30s at the bottom of the hole; E. shake towards the time hydraulic pressure be set at 0KPa-50KPa; F. shaking sweeps away the reduction of speed rate and is set at 0m/min-2m/min, and hoisting velocity is set at 1m/min-2m/min; G. shake to be set at and two shake or three shake towards mode.Described construction parameter b shakes and is set at 2.5m towards spacing.Described construction parameter g is two to shake or three shakes and adopt shaking that a crane, " people " font girder steel, two or three vibrating impacters form to carry out work towards group.Shake and the place is carried out precipitation and draining in advance before washing the beginning open, the method for open drain and the combination of plastics french drain is adopted in precipitation and draining, precipitation and draining up to the underground water potential energy satisfy the impact machine tool that shakes normal mobile till.Shake and adopt the crushing press that shakes that the place that shakes after processing is rolled two times towards finishing the back again, it is 24 hours that blanking time is rolled on every limit.
The invention has the beneficial effects as follows: realized that ' no filler vibroflotation method ' is to large tracts of land fine sand layer Measures for Making Ground and Foundation.With respect to ' the filler vibroflotation method is arranged ' and other ground stabilization processing method, no filler vibroflotation method of the present invention has easy construction to the fine sand layer Measures for Making Ground and Foundation, fast effectively, saves the advantage of operating expenses.It is more closely knit that no filler vibroflotation method of the present invention can make the accumulation of ground sand layer simultaneously, reduces the sedimentation of ground, improves the bearing capacity on sand top layer, improves the factor of merit of engineering greatly.
The specific embodiment
Below in conjunction with embodiment, the present invention is described in further detail: ' no filler vibroflotation method ' do not add fillers such as broken stone pile, the engineering properties of traditional vibroflotation construction parameter incompatibility powder fine sand when ground is handled.Saturated powder fine sand generally near initial liquefaction the time cipher round results best, when reaching when liquefying fully, because the powder fine sand is flow regime, particle connects frequently and destroys frequently, the possibility that the powder fine sand is encrypted will reduce greatly.Because powder fine sand particle is less, the High-Pressure Water that traditional vibroflotation method adopts easily makes powder fine sand particle formation drift sand overflow with current or is the purpose that complete liquefaction does not reach consolidated subsoil.The too high vibration frequency of traditional in addition vibroflotation method generally can only increase powder fine sand fluidised form district and be unprofitable to the processing of powder fine sand.Because the powder fine sand has closely knit relatively stable state under certain dynamic load(loading), if, might adopt ' no filler vibroflotation method ' the fine sand layer ground to be carried out the consolidation process of success therefore according to the improved properties tradition vibroflotation method construction parameter of powder fine sand.
Embodiment 1 has been determined by experiment the vibroflotation construction parameter of described no filler vibroflotation method:
1. at first construction area is carried out draining before adopting ' no filler vibroflotation method ' construction, because after carrying out the waterpower hydraulic fill sand, groundwater table is higher, therefore tackling the construction plant carries out suitable precipitation and draining.Precipitation and draining can be adopted conventional method such as open drain etc., and the underground water potential drop drains into and can satisfy normal mobile being advisable of the impact machine tool that shakes, and generally should fall row's groundwater table about underground 1m.In addition in vibroflotation construction and vibroflotation construction also should carry out drainage works after finishing and prevent that ponding is too much.
2. the impact machine tool equipment that shakes adopts that " " font girder steel, a machine two hang or three hang the people, and promptly " " two or three vibrating impacters of Zee bar steel Z sill bolt are formed the work of vibrating impacter group to the people by one for crane.
3. setting shakes arranges towards spacing and position, hole, and shake and get 2.0m-3.0m towards spacing, the position, hole is equilateral triangle and arranges.As engineering higher then the shaking of ground requirement for bearing capacity got the small value towards spacing, low then the shaking of ground requirement for bearing capacity got big value towards spacing as engineering.
4. set suitable vibroflotation depth, vibroflotation depth should be controlled according to the sand face absolute altitude situation after ground level before the blast and the blast end, make in principle vibrating impacter can injection to the bottom of hydraulic fill sand, avoid again being deep in the undisturbed soil, in case take more mud and disturbance original state soil layer out of.Vibroflotation depth is set at poor greater than hydraulic fill sand absolute altitude and ground level, poor less than hydraulic fill sand absolute altitude and undisturbed soil absolute altitude.
5. punching, pore-forming, starting loop wheel machine makes vibrating impacter utilize the effect of its vibration and low hydraulic pressure in horizontal vibration, desired depth in the slow injection powder fine sand, fall off rate is provided with 1m/min-2m/min, the electric current of observing vibrating impacter simultaneously changes, and current maxima must not surpass the rated current of motor.Vibrating impacter subsidence velocity or stop the sinking of vibrating impacter must slow down when surpassing rated current.Because the waterpower hydraulic reclamation generally is saturated powder fine sand, therefore must adopt low hydraulic pressure, the hydraulic pressure and the water yield should be as far as possible little, with less than 50kPa but not stopping up the vibrating impacter water inlet pipe is not advisable.
6. shake and dash, when vibrating impacter sinks to the above 0.3m-0.5m of the design reinforcement degree of depth, need to reduce bath.When continuing to make vibrating impacter to sink down into the above 0.5m of the design reinforcement degree of depth thereafter, stay in this degree of depth and to shake about 30s, then segmentation promote 0.3m-0.5m shake close, every section load time at 6s-10s up to end.When running into hard interbedded layer as the middle part, suitably reaming, every dark 1m should stop the 5s-10s reaming, reach the design hole depth after, vibrating impacter comes and goes 1 time-2 times again, so that further reaming.
7. load time refers to the working time of vibrating impacter a certain section in consolidated subsoil.When carrying out ' no filler shake dash ' in saturated powder fine sand, load time is set to 8s-10s, and long load time makes the sand liquefaction scope be helpless to reinforcing to fine sand layer more greatly.
8. compact electric current reflection sand foundation is reinforced compaction rate, and is different with the compact electric current of vibro replacement stone column, and the compact electric current of waterpower hydraulic reclamation powder fine sand ' no filler shakes and dashes ' is set to 20A-25A.Compact electric current is that the reflection sand foundation is reinforced the important parameter of compaction rate, and the big or small direct relation of compact electric current compaction rate.
9. detection effect can be passed through by the settling amount in the vibroflotation construction, mark and be hit the effect that number and static sounding dash to reinforce shaking and detect.
Embodiment uses no filler vibroflotation method application example in 2 certain container harbor district road stockyard.The sandy beach ground of certain container harbor district road stockyard between the old and new's embankment of the Changjiang river, the beach absolute altitude is-0.1m-1.0m that the road stockyard absolute altitude that harbor district is planned to build is 5.5-6.0m.Because the original ground absolute altitude in place is lower, at last hydraulic reclamation the powder fine sand of thick about 4.0m-5.5m, the hydraulic fill sand uniform particles, particle diameter greater than the powder fine sand granule content of 0.0075mm greater than 85%, the water content height, mud content is generally less than 5%.Foundation soil distributes and roughly is divided into five layers from top to bottom under the former beach in this zone, and first floor is that flour sand mixes silty clay; The second layer is a mud matter silty clay folder flour sand; The 3rd layer is flour sand; The 4th layer is the saturated soft clay layer, grey, and soft moulding, the part is a silt clay; Layer 5 is silty clay and flour sand alternating layers.Because weak soil layer and hydraulic reclamation layer of sand are thicker, the sedimentation that is produced by hydraulic reclamation layer of sand itself is bigger and extremely inhomogeneous, therefore adopt ' no filler vibroflotation method ' that the hydraulic reclamation layer of sand is carried out consolidation process and can save a large amount of engineering times, save a large amount of operating expenses, whether ripe this construction plant also be the described no filler vibroflotation method construction parameter of check experimental area simultaneously.
At first delimit the small size place in big construction plant and do not had shaking towards experiment of filler resonance method processing fine sand layer ground: small size fine sand layer ground does not have filler and shakes towards test branch A and two sub-districts of B, and the sub-district area is 20m * 30m.Carried out the test of no filler vibroflotation method in the A sub-district, carried out the test of associating vibroroller cmpacting in the B sub-district, promptly adopted no filler vibroflotation method with the crushing press that shakes the place that dashes after handling that shakes to be rolled two times more afterwards to this sub-district, it is 24 hours that blanking time is rolled on every limit.The B sub-district is separated into two parts again, is axis of symmetry with the line of long limit, place mid point, and wherein half vibroflotation depth is 5.5m, and pile 44 holes shake to dash and finish the back and do not have the voltage stabilizing two times of shaking.Adopt the ZCQ-30 vibrating impacter in the test, all the other relevant test parameters see Table 1.
Table 1 shakes and dashes test parameters in the test
| Shake towards technology | Shake towards spacing (m) | Vibroflotation depth (m) | The impulse face that shakes amasss (m 2) |
| Single-point shakes and dashes | 2.0 | 6.5 | 300 |
| 2 resonance | 2.5 | 6.5 | 100 |
| 3.0 | 5.5 | 300 | |
| 4.5 | 300 | ||
| 3 resonance | 2.5 | 6.5 | 200 |
Shake and dash influence, shake and dash that the settlement observation achievement sees Table 2 in the test sedimentation.
The table 2 difference sedimentation value under operating mode that shakes
| Shake towards operating mode | Average settlement (mm) |
| (spacing 2.0m, vibroflotation depth 6.5m) singly shakes | 229.7 |
| Two shaking and three shake (spacing 2.5m, vibroflotation depth 6.5m) | 298.8 |
| Two shaking (spacing 3.0m, vibroflotation depth 5.5m) | 141.8 |
| Two shaking (spacing 3.0m, vibroflotation depth 4.5m) | 127.5 |
As can be seen from Table 2, the sedimentation of dashing of shaking mainly is subjected to vibroflotation depth, shakes towards spacing and shake towards factor affecting such as modes.Generally speaking, shaking increases towards the increase of sedimentation with vibroflotation depth, reduces with stake dot spacing and the increase of leaving a dot spacing, and two point resonance and 3 resonance sedimentations are big than the sedimentation of single-point vibration.
Shake dash that relevant quiet spy in the test and mark pass through that test result sees Table 3, table 4, table 5.
Table 3 cone penetration test is contrast table (A district) as a result
| The degree of depth (rice) | Shake towards preceding specific penetration resistance (Mpa) | Shake dash after | |||||
| Single-point shakes and dashes | Two point shakes and dashes | 3 are shaken and dash | |||||
| Specific penetration resistance (MPa) | The percentage that specific penetration resistance increases (comparing before dashing with shaking) | Specific penetration resistance (MPa) | The percentage that specific penetration resistance increases (comparing before dashing with shaking) | Specific penetration resistance (Mpa) | The percentage that specific penetration resistance increases (comparing before dashing with shaking) | ||
| 0-1.5 | 1.48 | 3.39 | 129％ | 4.22 | 185％ | 4.17 | 182％ |
| 1.5-4 | 2.14 | 5.90 | 176％ | 5.30 | 148％ | 7.10 | 232％ |
Table 4 cone penetration test is contrast table (B district) as a result
| The degree of depth (rice) | Shake towards preceding specific penetration resistance (MPa) | Shake roll towards after vibration before | Behind the vibrating-punching combined vibroroller cmpacting | ||
| Specific penetration resistance (MPa) | The percentage that specific penetration resistance increases (comparing before dashing with shaking) | Specific penetration resistance (MPa) | The percentage that specific penetration resistance increases (comparing before dashing with shaking) | ||
| 0-1.5 | 2.64 | 3.84 | 45％ | 7.35 | 178％ |
| 1.5-4 | 3.83 | 4.63 | 21％ | 7.15 | 87％ |
Table 5 standard penetration test is contrast table (A and B district) as a result
| The degree of depth (rice) | Shake towards the forward play number | Shake and dash back (A district) | Behind the vibrating-punching combined vibroroller cmpacting (B district) | ||||||
| Single-point shakes and dashes | Two point shakes and dashes | 3 are shaken and dash | |||||||
| Shake and hit number after dashing | Mark passes through the percentage (with comparing before the punching of shaking) that hits number and increase | Shake and hit number after dashing | Mark passes through the percentage (with comparing before the punching of shaking) that hits number and increase | Shake and hit number after dashing | Mark passes through the percentages that hit number and increase (comparing before dashing with shaking) | Hit number behind the vibrating-punching combined vibroroller cmpacting | Mark passes through the percentages that hit number and increase (comparing before dashing with shaking) | ||
| 0-1.5 | 4. 4 | 12. 2 | 177％ | 12. 1 | 175％ | 11. 9 | 170％ | 15.3 | 248％ |
| 1.5-4 | 8. 1 | 21. 8 | 169％ | 22. 2 | 174％ | 22. 4 | 177％ | 19.6 | 142％ |
Embody the effect that described no filler vibroflotation method is handled the fine sand layer ground by table 3, table 4, table 5.Described no filler shakes to dash and can play reinforcement effect to the hydraulic fill sand fine sand layer about underground 4m, and effect is obvious.And do not have the vibrating-punching combined vibrating roller platen press of filler make about shallow-layer 4m hydraulic fill sand by the evacuation state before reinforcing become after the reinforcing in close state.The shake consolidation effect that dashes of two shake and the three no fillers that shake shake and towards technology the consolidation effect of hydraulic fill sand are better than Dan Zhenzhen towards technology, little spacing is better than big spacing and shakes towards effect.It is more little towards spacing to shake, and consolidation effect is good more.
The practical application that no filler vibroflotation method is handled described container harbor district road stockyard large tracts of land fine sand layer ground.The method of open drain and the combination of plastics french drain is adopted in precipitation and draining: five open drains of whole construction area arrangements; Absolute altitude+3.5m at the bottom of the open drain, bottom width 1.5m adopts bamboo basketry and woven cloth bank protection; Article five, the open drain connects, and open drain water effluxes by outer drainage door then earlier by being located at the culvert pipe under the temporary road; At the plastics french drain of construction area layout perpendicular to the open drain, french drain buried depth starting point or mid point absolute altitude 1.0m, french drain delivery port absolute altitude-1.3m, french drain spacing 15m, every branch line adopts 1 plastics french drain material.The construction parameter of no filler vibroflotation method: dividing the whole construction zone before the large-area construction is five regions, is denoted as C-1 district, C-2 district, C-3 district, C-4 district, C-J district respectively, and each Da Qu is divided into the fritter of 20m * 40m again.Sand face absolute altitude situation when vibroflotation depth should finish according to the floor plan before the blast and blast is controlled, should make vibrating impacter can injection to the bottom of hydraulic fill sand, avoid again being deep in the undisturbed soil, in case take original state soil layer for sleeping under more mud and the disturbance out of.Shake towards spacing and position, hole arrangement sets, shake towards spacing 2.5m, the position, hole is equilateral triangle and arranges.Shake towards equipment, adopt 2 linear resonance methods to construct, adopt " people ' word girder steel one machine two hangs, and promptly two ZCQ-30 vibrating impacters of a crane are formed to shake and are carried out work towards group.Other shakes and towards parameter is, hydraulic pressure is less than 50kPa, and fall rate is less than 2m/min; Hoisting velocity is controlled at 1m/min-2m/min, on pull out spacing and be controlled at 0.3m-0.5m, load time is 8s-10s, load time is 30s at the bottom of the hole, compact electric current 20A-25A.Efficiency of construction, described large tracts of land fine sand layer foundation treatment engineering went into operation January 22 calendar year 2001, was completed total 91 calendar days of duration, actual 39.5 ten thousand square metres of the areas of reinforcing to April 22 calendar year 2001.Engineering quantity sees Table 6.
Table 6 shakes towards the engineering quantity statistical form
| Area code | The sub-district number | The punching group of shaking number | Area (m 2) |
| 1 district | 93 | 6568 | 70318.5 |
| 2 districts | 122 | 8749.5 | 94467.5 |
| 3 districts | 173 | 12168.5 | 130687.8 |
| 4 districts | 117 | 7690 | 83211.5 |
| The J district | 16 | 1456 | 15848.5 |
| Add up to | 521 | 36632 | 394533.8 |
The consolidation effect that no filler vibroflotation method is handled described container harbor district road stockyard large tracts of land fine sand layer ground can dash from shaking the influence of sedimentation is judged.The settlement observation achievement sees Table 7.
Table 7 vibroflotation construction settlement observation achievement
| Area code | The sub-district number | Average settlement (mm) | Self check qualification rate (%) | Parallel sampling observation qualification rate (%) |
| The C-1 district | 119 | 0.33 | 98 | 97 |
| The C-2 district | 136 | 0.41 | 100 | 100 |
| The C-3 district | 159 | 0.32 | 96 | 98 |
| The C-4 district | 101 | 0.31 | 98 | 98.5 |
| The C-J district | 16 | 0.31 | 100 | 100 |
The back is finished after 7-14 days at no filler vibroflotation construction in each sub-district, at first adopts static sounding, mark to pass through self check by unit in charge of construction, to the qualified sub-district of self check by managing random position, the parallel sampling observation of test set, testing result all reaches national project standard and designing requirement.No filler vibroflotation method of the present invention is compared advanced more technically aspect technical measures and technological parameter with the Scheme of Strengthening of other existence at present both at home and abroad, technological parameter is more reasonable, have good society and economic benefit, can supply the reference of relevant reinforcing soft foundation standard.
Claims (5)
1. no filler vibroflotation method is characterized in that being set as follows the vibroflotation construction parameter: a. vibroflotation depth is set at poor greater than hydraulic fill sand absolute altitude and ground level, poor less than hydraulic fill sand absolute altitude and undisturbed soil absolute altitude; B. shaking is set at 2m-3m towards spacing, and the punching position that shakes is arranged by equilateral triangle; C. shake and be set at 20A-25A towards compact electric current; D. load time is set at 8s-10s in the hole, 30s at the bottom of the hole; E. shake towards the time hydraulic pressure be set at 0KPa-50KPa; F. shaking sweeps away the reduction of speed rate and is set at 0m/min-2m/min, and hoisting velocity is set at 1m/min-2m/min; G. shake to be set at and two shake or three shake towards mode.
2. no filler vibroflotation method according to claim 1 is characterized in that described construction parameter b shakes to be set at 2.5m towards spacing.
3. no filler vibroflotation method according to claim 1, it is characterized in that described construction parameter g is two shakes or three shakes and adopt shaking that a crane, " people " font girder steel, two or three vibrating impacters form to carry out work towards group.
4. no filler vibroflotation method according to claim 1, it is characterized in that shaking wash open the beginning before the place is carried out precipitation and draining in advance, the method of open drain and the combination of plastics french drain is adopted in precipitation and draining, and precipitation and draining are till the satisfied impact machine tool that shakes of underground water potential energy normally moves.
5. no filler vibroflotation method according to claim 1 is characterized in that shaking and adopts the crushing press that shakes that the place that shakes after processing is rolled two times towards finishing the back again, and it is 24 hours that blanking time is rolled on every limit.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB031150764A CN100350103C (en) | 2003-01-23 | 2003-01-23 | Filling free vibroflotation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB031150764A CN100350103C (en) | 2003-01-23 | 2003-01-23 | Filling free vibroflotation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1566538A CN1566538A (en) | 2005-01-19 |
| CN100350103C true CN100350103C (en) | 2007-11-21 |
Family
ID=34468956
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB031150764A Expired - Fee Related CN100350103C (en) | 2003-01-23 | 2003-01-23 | Filling free vibroflotation method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN100350103C (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100342087C (en) * | 2005-10-09 | 2007-10-10 | 南京工业大学 | Multi-point stress vibrating-punching combined compacting 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 |
| 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 |
| CN102561304B (en) * | 2012-02-27 | 2013-12-11 | 陕西建工集团第六建筑工程有限公司 | Method for constructing non-filled vibration-compacted sand piles on silty-fine sand foundation |
| CN105714760B (en) * | 2016-01-29 | 2018-02-23 | 上海长凯岩土工程有限公司 | A kind of no-arbitrary pricing shakes close method for processing foundation |
| 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 |
| CN113529750A (en) * | 2021-07-09 | 2021-10-22 | 中交第四航务工程勘察设计院有限公司 | Vibroflotation compacting method for pipeline backfill construction |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1065503A (en) * | 1992-01-17 | 1992-10-21 | 中国科学院力学研究所 | The combination of explosion with strong tamping for compacting method of saturated loose sand |
-
2003
- 2003-01-23 CN CNB031150764A patent/CN100350103C/en not_active Expired - Fee Related
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1065503A (en) * | 1992-01-17 | 1992-10-21 | 中国科学院力学研究所 | The combination of explosion with strong tamping for compacting method of saturated loose sand |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1566538A (en) | 2005-01-19 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101250868B (en) | Precipitation prepressing association motive power induration deep densification method | |
| CN103233468A (en) | Polymer gravel pile grouting method | |
| CN111305210B (en) | Ultra-fine grain tailing pond heightening and expanding heap-discharging structure adopting midline method for one-time dam building | |
| CN101634143A (en) | Method for treating spiral oil-extruding filling pile composite foundation in stratum containing soft clay | |
| CN100441781C (en) | Salinized-soil-strong tamping and water-discharging pile foundation processing method | |
| CN103015396A (en) | Construction method of soft foundation | |
| CN112609673B (en) | Device and method for deep resonance compaction and reinforcement of miscellaneous fill foundation | |
| CN1793519A (en) | Method for treating soft foundition by fast 'high vacuum impacting dense, pile base' compound method | |
| CN101831904A (en) | Permeable concrete pile | |
| CN100350103C (en) | Filling free vibroflotation method | |
| CN101929160B (en) | Method for building impermeable tailings dams with high scattered piles by waste rocks | |
| CN101424079A (en) | Construction method of geotechnical grid reinforcement bed course and sandstone pile bidirectional reinforced composite foundation | |
| Poh et al. | A field trial of jet-grouting in marine clay | |
| CN1743561A (en) | Column-hammer forced tamping substitution method | |
| CN101967819B (en) | Forced ramming displacement synthetic method for construction of soft soil foundations of transformer substations | |
| CN209227507U (en) | Punish the Rigid Flexible Piled Composite Foundation of superelevation embankment soft foundation | |
| CN101560760A (en) | Construction method for fast concreting and dredging and filling ultra-fine earth foundation | |
| CN103215945B (en) | The three-dimensional assembly power drain consolidation system of heterogeneous body place soft soil foundation and method | |
| CN101225660A (en) | Pile-forming method for high-pressure rotary jet grouting pile in peaty soft soil layer | |
| CN101349052A (en) | Saline soil area combined drain system and combined water drain forced ramming foundation treating method thereof | |
| CN203247575U (en) | Stereoscopic combined type dynamic drainage consolidation system used for heterogeneous field soft foundation | |
| Deng et al. | Consolidating dredge soil by combining vacuum and dynamic compaction effort | |
| CN101349051B (en) | Saline soil area combined drain system and forced ramming foundation treating method thereof | |
| CN106759174B (en) | The method that superfine granule, upper reaches method Tailing dam construction prevent earthquake liquefaction unstable failure | |
| CN102926375A (en) | Sludge discharge field constructing method for speeding up dehydration, solidification and stabilization of dredged sediment |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| ASS | Succession or assignment of patent right |
Owner name: SHANGHAI INTERNATIONAL PORT (GROUP) CO.,LTD. Free format text: FORMER OWNER: SHANGHAI INTERNATIONAL PORT (GROUP) CO., LTD. Effective date: 20050916 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20050916 Address after: Shanghai City, Yangpu District Yangshupu Road No. 18 Applicant after: Shanghai International Port(Group) Co., Ltd. Address before: Yangpu District Yangshupu Road No. 18 Applicant before: Shanghai International Port (Group) Co., Ltd. |
|
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20071121 Termination date: 20110123 |