CN101130952A - Packingless fast vacuum prepressing dynamic consolidation method - Google Patents
Packingless fast vacuum prepressing dynamic consolidation method Download PDFInfo
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- CN101130952A CN101130952A CNA2007100295455A CN200710029545A CN101130952A CN 101130952 A CN101130952 A CN 101130952A CN A2007100295455 A CNA2007100295455 A CN A2007100295455A CN 200710029545 A CN200710029545 A CN 200710029545A CN 101130952 A CN101130952 A CN 101130952A
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Abstract
The present invention relates to large area foundation treatment, and is especially process of treating large area soft foundation. The process includes the following steps: 1. arranging filter openings according to the stratum state; 2. inserting PVC filter pipes with filter pores in the calculated size into stratum, connecting the upper ends of the filter pipes beyond the soil layer to the main pipe and connecting the main pipe directly to the vacuumizing equipment; 3. vacuumizing based on the design requirement; and 4. withdrawing filter pipes after the soft soil layer consolidates and ramming to reach even high foundation strength. The process of the present invention has short construction period, less vacuum degree loss, saving in construction material and high foundation reinforcing effect.
Description
The technical field is as follows:
the invention relates to a large-area foundation treatment method, in particular to a large-area soft foundation treatment method, belonging to the innovative technology of the large-area soft foundation treatment method.
Background art:
with the acceleration of the modernization process of our country, in the (coastal) urban construction process, a large amount of soft soil foundations need to be treated, and widely used soft foundation treatment methods comprise the following steps:
1. vacuum preloading method: the method uses the atmosphere prepressing as the prepressing load, firstly lays a layer of permeable sand and gravel on the ground, then uses a plate inserting machine to insert a plastic drainage plate according to the designed interval, then covers a layer of impermeable sealing film on the plastic drainage plate, then uses a vacuum pump to pump air to keep higher vacuum degree in the permeable material, generates negative pore water pressure in the pore water of the soil, and gradually sucks the pore water out, thereby achieving the prepressing effect.
However, the traditional vacuum preloading soft foundation treatment method has the following limitations:
(1) The vacuum can be formed only by auxiliary engineering measures for trenching and film pressing, and the construction can be continued only by unloading and film removing due to the requirement of anti-slip stability, the working procedure is complex, the processing time is relatively long, and the manufacturing cost is also high.
(2) The vacuum degree that the vacuum pump provided must pass through pervious sand and gravel layer and transmit to the soft soil layer in, vacuum degree loss is great. A higher steady vacuum level under the film can be created after a period of evacuation. Resulting in a prolonged construction period.
(3) The plastic drainage plate inserted in the construction process is left in the soil layer after the construction is finished, can not be repeatedly used, causes great waste on materials and causes certain pollution to the soil body.
(4) The cost of soft foundation treatment is greatly increased by laying multiple layers of sealing films and building sealing walls.
(5) The laying of the sand cushion layer needs to consume a large amount of medium and coarse sand, and the cost is high.
(6) For the underwater soft soil layer, if the soft foundation treatment operation is carried out underwater, the traditional vacuum preloading method cannot be carried out because the requirement on the sealing property cannot be met, the soft foundation treatment cannot be carried out after the water is drained, and certain influence is caused on a local ecological system.
2. Dynamic compaction: the method is to repeatedly lift a heavy hammer (generally 10-40 t) to a high position to enable the hammer to freely fall (the falling distance is generally 10-40 m) to give vibration and impact to the foundation to compress and solidify the foundation, so that the strength of the foundation is improved and the compressibility of the foundation is reduced.
The dynamic compaction method is widely applied, but has poor treatment effect on cohesive soil with higher saturation, particularly on mucky soil foundation. The better treatment effect can be achieved only by using a combined drainage consolidation method.
The invention content is as follows:
the invention aims to overcome the defects of the existing vacuum preloading method and provide a non-sealing rapid vacuum preloading dynamic compaction method which has the advantages of short construction period, small vacuum degree loss, construction material saving, capability of blocking the transverse drainage of a sand layer, economy, saving and good reinforcement effect.
The purpose of the invention is realized by the following steps: the invention relates to a non-sealing rapid vacuum pre-pressure tamping method, which comprises the following steps:
1) Determining stratum conditions according to site survey data, and arranging filter holes according to the stratum conditions;
2) The filter pipe is drilled and inserted into the stratum according to the designed depth, the upper end of the filter pipe is exposed out of the soil layer and is directly connected with the main pipe, and the main pipe is directly connected with vacuum pumping equipment to carry out vacuum preloading construction;
3) And vacuumizing by using vacuumizing equipment, sucking water in the soft and weak cohesive soil layer into the filter tube under the action of internal and external pressure difference, ascending along the filter tube, and discharging through the main pipe until the design requirement is met.
After the step 3) is finished, if the bearing capacity requirement of the soft foundation treatment is not high, the main filter pipe and the vacuumizing device can be removed when the design requirement is met, and the soft foundation treatment construction is finished; if the bearing capacity requirement of soft foundation treatment is high, pulling up the filter tube by one section when the soft soil settlement tends to be stable, and enabling the perforated filter tube to be located in the non-soft viscous soil layer as much as possible; and then strong ramming is carried out among the pipelines, and the filter pipes are used as drainage channels of the non-soft cohesive soil layer, so that the non-soft cohesive soil layer is effectively reinforced, the soft cohesive soil layer is further compacted, and the soil layer reaches the designed bearing capacity.
The filter tube section of the filter tube in the soft and weak cohesive soil layer is provided with a filter hole and wrapped by non-woven fabrics, a section of filter tube without the filter hole is reserved according to the soil layer settlement, and the bottom end of the filter tube is closed.
When the filter pipe is used for treating a stratum with a shallow silt layer buried depth, the filter pipe with all holes is used, a sealing wall is built around the stratum by a hook-and-play method, or a layer of sealing film is buried in the silt layer to achieve a sealing effect, and a layer of geotextile can be laid on a soft soil layer to achieve a good drainage effect.
And 2) punching the filter tube into the stratum according to the designed depth by using a hooking machine or a plate inserting machine.
The filter tube is made of PVC pipe.
The invention adopts the non-sealing vacuum preloading method, the main pipe is directly connected with the filter pipe, and the filter pipe is provided with the filter holes according to the soil layer condition without using a sand cushion layer, so the invention has the advantages of short construction period, small vacuum degree loss, construction material saving, capability of blocking the transverse drainage of the sand layer, economy and saving, and good reinforcing effect. The invention is a non-sealing rapid vacuum preloading dynamic compaction method with good construction effect, convenience and practicability.
Description of the drawings:
FIG. 1 is a cross-sectional view of a construction site for a soft foundation treatment project using the method.
FIG. 2 is a plan view of a construction site for a soft foundation treatment project using the method.
FIG. 3 is a diagram of the site ramming points for a soft foundation treatment project using this method.
In the figure: the system comprises a main pipe 1, a filter pipe 2, a hydraulic fill sand layer 3, a mucky soil layer 4, a sand layer 5, a lower covering soil layer 6, a filter pipe section without openings 7, a filter pipe section with openings 8, a stratum boundary 9, a check valve 10, a vacuum meter 11, a vacuumizing device 12 and a drainage ditch 13.
The specific implementation mode is as follows:
the embodiment is as follows:
the purpose of the invention is realized as follows: the invention relates to a non-sealing rapid vacuum pre-pressure tamping method, which comprises the following steps:
1) Determining stratum conditions according to site survey data, and arranging filter holes according to the stratum conditions;
2) The filter pipe 2 is driven and inserted into the stratum according to the designed depth, the upper end of the filter pipe 2 is exposed out of the soil layer and is directly connected with the main pipe 1, and the main pipe 1 is directly connected with the vacuumizing equipment 12 to carry out vacuum preloading construction; the vacuum pumping equipment is a vacuum pump.
3) And (3) vacuumizing by using a vacuumizing device 12, sucking water in the soft and weak cohesive soil layer into the filter pipe 2 under the action of the internal and external pressure difference, ascending along the filter pipe, and discharging the water through the main pipe 1 until the design requirement is met.
After the step 3) is finished, if the bearing capacity requirement of the soft foundation treatment is not high, the main filter pipe and the vacuumizing device can be removed when the design requirement is met, and the soft foundation treatment construction is finished; if the bearing capacity requirement of the soft foundation treatment is high, pulling up the filter tube for a section when the soft soil settlement tends to be stable, so that the perforated filter tube is positioned in the non-soft and weak cohesive soil layer as much as possible; and then strong ramming is carried out among the pipelines, and the filter pipes are used as drainage channels of the non-soft and weak cohesive soil layer, so that the non-soft and weak cohesive soil layer is effectively reinforced, the soft and weak cohesive soil layer is further compacted, and the soil layer reaches the designed bearing capacity.
The filter tube section of the filter tube in the soft and weak cohesive soil layer is provided with filter holes 8 and is wrapped by non-woven fabrics, a section of filter tube 7 without holes is reserved according to the settlement amount of the soil layer, and the bottom end of the filter tube 2 is closed.
When the filter pipes 2 are used for treating a stratum with shallow buried depth of a silt layer, the filter pipes with all holes are used for building a sealing wall by a hook-and-stir method around the field, or a layer of sealing film is buried in the silt layer 4 to achieve the sealing effect.
And 2) punching the filter tube into the stratum according to the designed depth by using a hooking machine or a plate inserting machine.
The filter tube 2 is made of a PVC pipe.
The principle of the invention is as follows:
1. the vacuum pump generates vacuum degree in the main pipe and transmits the vacuum degree to the vertical filter pipe, the vacuum degree in the filter pipe 2 generates negative pore water pressure in the soft and weak cohesive soil layer through the filter holes, the vertical drainage channel is used as a part of a negative pressure source and forms pressure difference with the pore water pressure in the reinforced soil body to generate seepage force, the seepage force prompts the pore water to be discharged from the soil body, and the discharge of the pore water causes the reduction of the pore water pressure. Under the condition that the total stress in the soil body is basically unchanged, the reduction value of the pore water pressure is the increase value of the effective stress, and the soil body is promoted to be solidified under the action of the newly increased effective force. The filter tube section in the sand or gravel layer does not transversely drain water, so that the vacuum loss caused by the good water and air permeability of the sand layer can be avoided in the vacuum pumping process, and the sealing effect is achieved.
2. A section of filter pipe in the soft viscous soil layer is reserved without a filter hole, so that the loss of vacuum degree caused by the fact that the filter pipe with the filter hole section enters a gravel layer when the soft soil layer is settled in the vacuumizing process can be avoided.
3. The method does not use a drainage sand cushion layer to transfer the vacuum degree, but directly transfers the vacuum degree to a soft soil layer through a main filter pipe and a filter pipe, and the loss of the vacuum degree is small.
4. After the soft soil is fully solidified, pulling up a section of filter tube to make the filter tube enter the upper layer soil filling layer or sand blowing-filling layer, and then carrying out low-energy dynamic compaction construction, wherein the perforated filter tube can be just used as a drainage channel of sand or gravel layer, thus being helpful to accelerate the dissipation of hyperstatic pore water pressure in the dynamic compaction construction, and further achieving better reinforcement effect.
5. And for the condition that the sludge layer is buried shallowly, the sludge layer achieves the sealing effect on the underlying soil layer, a layer of sealing film is buried in the sludge layer, or a sealing wall is constructed by a hook-and-play method, so that the sealing of the whole soft foundation treatment site can be ensured.
The detailed construction steps of the invention are as follows:
(1) Before construction, the silt or other sundries on the top surface are removed to facilitate drainage. In order to ensure the approach of the dynamic compaction machine at the later stage, a layer of woven cloth and a layer of geogrid can be paved under the condition that the backfill soil layer is soft.
(2) And calculating the number of the main pipes and the filter pipes according to the designed length and width. Generally, one main pipe is arranged every 2-4 m, the filter pipes are arranged along the main pipe at the interval of 1.5-3 m, and the interval of the peripheral filter pipes can be properly reduced and arranged at the interval of 1-2 m. The specific arrangement is determined according to the requirements of the treatment site.
(3) And designing the drilling depth of the filter pipe and the arrangement position and the length of the filter holes according to the stratum condition of the field. For the area with larger difference of stratum conditions, the area can be divided into several areas with uniform stratum conditions, the drilling depth is respectively designed, and the filter tube at least needs to penetrate through the soft and weak clay layer to be treated by more than 0.5 m.
(4) And the distribution of filter holes of the filter tubes is designed. The filter pipe in the soft and weak cohesive soil layer is provided with filter holes, the filter pipe in the gravel layer is not provided with filter holes, but in order to prevent the filter pipe with the filter hole section from entering the gravel layer when the soil layer is settled, so that the loss of vacuum degree is caused, the upper and lower filter pipes in the soft and weak cohesive soil layer are reserved without filter holes. The length of the upper section of the non-perforated section (reserved section) of the filter pipe in the soft and weak cohesive soil layer is equal to the settlement of the upper bottom surface of the soil layer minus the settlement of the filter pipe (i.e. the settlement of the upper bottom surface of the soil layer relative to the filter pipe), the length of the lower section is equal to the settlement of the filter pipe minus the settlement of the lower bottom surface of the soil layer, and the calculation process is exemplified as follows:
the foundation soil layer is respectively a hydraulic fill sand layer 3, a mucky soil layer 4, a gravel layer 5 and a soil layer from top to bottom,A mucky soil layer 6 with the thickness of h 1 、h 2 、h 3 、h 4 And calculating the total settlement and the settlement of each soft and weak cohesive soil layer by using a layered total sum method.
(d)
One of (b) to (c) may be selected and calculated according to known conditions. The additional stress of each soil layer can be obtained by the change curve of the vacuum degree along the depth in the unsealed rapid vacuum preloading dynamic compaction method.
In the formula of i -average compressive strain of the i-th stratified soil;
H i -thickness of the i-th stratified soil;
e 1i corresponding to the average value of the self-weight stress values of the upper and lower layers of the ith stratified soil
e 2i Corresponding to the average value p of the self-weight stress of the i-th stratified soil 1i Average value of additional stress value of upper and lower layers
Sum p 2i ＝p 1i +Δp i Porosity ratio obtained from the compression curve of the soil;
the ith layer corresponds to p 1i ～p 2i The compression factor of the segment;
E si the ith layer corresponds to p 1i ～p 2i The compression modulus of the segment.
The compression quantities s of the soil layers 4 and 6 can be calculated by the method 2 、s 4 And then the length of the reserved section of the soil layer 4 filter tube is as follows:
an upper section: l = s 2 +s 4 -h
The following steps: l = h-s 4
The length of the reserved section of the soil layer 6 filter tube is as follows:
an upper section: l = s 4 -h
The lower section: l = h
In the formula, h is the sinking amount of the filter pipe, is related to the soil layer property and the drilling depth of the filter pipe, can be obtained from a field observation curve of the sinking amount of the filter pipe in the prior construction, and is approximately equal to 0 when the lower covering soil layer of the soft and weak cohesive soil layer is hard bedrock. When the calculated 1 < 0, no reservation is made.
(5) And (4) preparing a main filter tube. The main pipe is made of PVC pipe without hole and has a diameter of 50-70 mm. The filter tube is formed by combining a plurality of sections of PVC tubes, the drift diameter is 40-50 mm, the length of each section is five types, namely 5m, 2m, 1m, 0.5m and 0.2m, the filter tube section with each length is provided with two types, namely a filter opening and a non-filter opening, the outer layer of the PVC tube with the filter opening is wrapped with a layer of non-woven fabric to prevent the filter opening from being blocked, and the PVC tubes with the lengths can be combined into the filter tube with any length.
(6) And drawing a pipe distribution diagram according to the calculation result, wherein the axis of each row of piles is perpendicular to the central line of the route, the curve is in the normal direction, and specific pile positions are released on the field according to the pipe distribution diagram to make obvious marks. The steel bar with the length of 15cm can be inserted into the pile position, and the top of the pile is preferably coated with red oil paint.
(7) And (5) arranging a filter pipe. The filter pipe section is vertically placed on the designed pile position, then the filter pipe section is beaten and inserted into a soil layer by using a hooking and stirring hopper of a hooking machine, and after one section of filter pipe enters the soil layer, the tail end of the previous section of PVC pipe is immediately connected with the other section of PVC pipe for continuous construction until the bottom end of the filter pipe reaches the designed depth.
(8) Laying a main pipe, and connecting the top end of each row of filter pipes with the main pipe through a three-way interface. The periphery adopts the round to be responsible for and encircles the place, pays attention to the leakproofness of guaranteeing whole main chimney filter system when laying, prevents gas leakage.
(9) And building a drain ditch 13. And building drainage side ditches along the periphery of the field, wherein the width of the ditches is 1-2 m.
(10) The vacuum 12 is installed. The centrifugal pump is used for pumping a vacuum device, the processing area of a single vacuum pump is determined according to the bearing capacity requirement of a processing site and the power of the vacuum pump, and the vacuum pump can be generally used for pumping every 1500-2000 m 2 The number of vacuum pumps used was calculated using a vacuum pump (power 7.5 kW). The vacuum pump is connected with the main pipe through the connecting device, and the arrangement uniformity of the vacuum pump on the whole construction site is noticed.
(11) A vacuum gauge 11 was installed. Vacuum meters are respectively arranged on the vacuum pump and the filter tube to reflect the change of the vacuum degree of the reinforced area, each pump corresponds to one vacuum meter, and the vacuum meters of the filter tube are arranged at intervals of 1500-2000 m 2 Corresponding to one.
(12) And the power supply equipment comprises a generator, a control cabinet and a cable.
(13) And (5) vacuumizing construction. In the initial stage, in order to prevent the soil around the reinforced area from being instantaneously damaged by vacuum preloading, the vacuumizing rate must be strictly controlled, half of the vacuum pumps can be started first, and then the number of the vacuum pump working stations is gradually increased. When the reading of the vacuum meter 11 on the filter tube reaches 80kPa (or the design load), constant-load timing and vacuumizing are started.
(14) And removing the vacuum preloading device 12. When the design bearing capacity requirement of the soft foundation is not high, all the main filter pipes and the vacuumizing devices can be directly dismantled when the following standard is reached, and the construction of soft foundation treatment is finished. The soft foundation treatment construction can be considered to be finished when all the following conditions are met:
1) The consolidation degree of the foundation is more than or equal to 85 percent;
2) The sedimentation rate observed for 10 consecutive days is less than 2mm/d;
3) And the characteristic value of the bearing capacity of the foundation meeting the design requirement is achieved.
When the design bearing capacity of the soft soil foundation is higher, the vacuumizing device on one side is removed to facilitate the dynamic compaction machinery to enter the field when the following standards are met:
1) The consolidation degree of the foundation is more than or equal to 85 percent;
2) The sedimentation rate observed for 10 consecutive days is less than 2mm/d;
and the following steps are carried out
1) And pulling the filter tube upwards. And pulling the filter pipe upwards for a section to enable the filter pipe with the filter hole section to enter an upper soil filling or sand blowing layer so as to promote the drainage of a soil layer during dynamic compaction.
2) And carrying out low-energy dynamic compaction construction on the site. The ramming points are arranged between two rows of filter tubes according to a square of 1.5-3 m, two times of point ramming and one time of general ramming construction are adopted, and the interval between the first time and the second time of dynamic ramming can be implemented when the pressure dispersion degree of pore water reaches more than 85%. If the time is allowed to be properly prolonged, leveling is carried out after dynamic compaction is finished, and the elevation is measured.
3) And (4) removing the vacuumizing device and the main filter pipe, leveling the field, finishing construction and checking and accepting. For the case that the soft cohesive soil layer is shallow in buried depth and the case that the water content of the soft soil is high, the filter pipes with all holes can be used, the sealing wall can be built around the field by a hook-and-mix method, or a sealing film can be embedded into the soft cohesive soil layer to achieve the sealing effect, and at the moment, in order to facilitate drainage, a layer of geotextile can be laid on the soft soil layer.
The non-sealing vacuum prepressing dynamic compaction method is suitable for reinforcing large-area soft soil foundation, can be used for the construction of airport runway, highway, port and bank, especially has good reinforcing effect on the soil layer of the soft and weak cohesive soil layer with a thin sand layer in the deep part, and can be used for underwater soft soil foundation treatment without dynamic compaction. Compared with the traditional vacuum preloading technology, the method has the advantages of short construction period, material saving, good reinforcing effect, cleanness, no pollution, low manufacturing cost and the like.
The specific application examples of the present invention are as follows:
take the soft foundation treatment of the chemical project of Xinjiang Huatai, shandong Yingkou city as an example. The item area is a rectangular area, 275m long and 222m wide. Is near the Bohai sea and is about 500m away from the sea. The engineering project area is characterized in that a layer of powder clay is filled on an original silt powder clay layer in a blowing mode, the thickness of the powder clay layer is 2-3 m, the filling soil body is to be reinforced, the powder clay layer is weak, large-scale construction machinery cannot be allowed to enter a field for construction, and the requirement on the construction period is tight. In order to ensure the smooth operation of the project, through multi-party demonstration and discussion, the method of non-sealing vacuum preloading and dynamic compaction is decided to be adopted for processing, and because the requirement on the bearing capacity of the site design is not high, the dynamic compaction construction is not adopted after the vacuum preloading processing is finished.
The distance between main pipes is 2.5m, the distance between filter pipes is 1.5m, in order to block the water-gas connection between a reinforced area and a non-reinforced area and ensure the water storage of a sealed ditch, a cofferdam needs to be built around the field, the building height of the cofferdam is about 50-80 cm, the cofferdam is built by sand bags filled with dredger fill, and the total length of the cofferdam is 1000m. Because the soft soil layer is positioned on the top layer and the burial depth is shallow, a method of laying a layer of vacuum film and then burying the vacuum film in the soft soil layer is adopted. The total area is provided with 110 vacuum pumps.
The vacuum 4d is tried and then the number of vacuum pump stages is gradually increased. When the vacuum degree reaches 60kPa, after checking that no air leakage occurs, the cofferdam is built, the film surface of the cofferdam is stored, and all vacuum pumps are started sufficiently, so that the vacuum degree under the film is increased to be more than 80kPa. At this point, a dead time evacuation 16d is initiated. The characteristic value of the bearing capacity of the treated foundation is more than 60kPa.
The project adopts a non-sealing vacuum preloading method, the construction period is shortened by nearly 1/2-2/3 compared with the traditional construction method, and the construction cost is saved by 1/2 of the original budget.
Claims (8)
1. The utility model provides a quick vacuum preloading dynamic compaction method of sealless which characterized in that includes the following step:
1) Determining stratum conditions according to site survey data, and arranging filter holes according to the stratum conditions;
2) And (3) drilling the filter pipes into the stratum according to the designed depth, directly connecting the upper ends of the filter pipes with the main pipe after the upper ends of the filter pipes are exposed out of the soil layer, and directly connecting the main pipe with the vacuumizing equipment to perform vacuum preloading construction.
3) And vacuumizing by using vacuumizing equipment, sucking water in the soft and weak cohesive soil layer into the filter tube under the action of internal and external pressure difference, ascending along the filter tube, and discharging through the main pipe until the design requirement is met.
2. The sealless rapid vacuum preloading dynamic compaction method according to claim 1, characterized in that after the step 3) is completed, if the bearing capacity requirement of the soft foundation treatment is not high, the main filter pipe and the vacuum pumping device can be removed when the design requirement is met, and the soft foundation treatment construction is finished; if the bearing capacity requirement of the soft foundation treatment is high, pulling the filter tube up for a section when the soft soil settlement tends to be stable, and enabling the perforated filter tube to be located in the non-soft cohesive soil layer as much as possible; and then, strong ramming is carried out among the pipelines, and the filter pipe is taken as a drainage channel of the non-soft viscous soil layer, so that the non-soft viscous soil layer is effectively reinforced, the soft viscous soil layer is further compacted, and the soil layer reaches the designed bearing capacity.
3. The sealless rapid vacuum preloading dynamic compaction method according to claim 1, characterized in that the filter tube is perforated with filter holes in the filter tube section in the soft and weak cohesive soil layer and wrapped with non-woven fabric, and a filter tube section without perforations is reserved according to the soil layer settlement, and the bottom end of the filter tube is closed.
4. The sealless rapid vacuum precompression ramming method according to claim 1, wherein the filter pipes are all perforated when treating a shallow stratum or a high water content stratum in the sludge layer, and a sealing wall is constructed around the ground by a hook-and-play method or a sealing film is buried in the sludge layer to achieve the sealing effect.
5. The sealless rapid vacuum preloading dynamic compaction method according to claim 1, wherein the filter tube is punched into the ground layer at a designed depth in the step 2) by using a hooking machine or a plate inserting machine.
6. The sealless rapid vacuum precompression ramming method of claim 1, wherein said filter tube is made of PVC tubing.
7. The sealless rapid vacuum precompression ramming method according to claim 1, wherein the effect of the soft foundation treatment is achieved by adjusting the spacing between the main and filter tubes and by changing the number of vacuum pumps.
8. The sealless rapid vacuum preloading dynamic compaction method according to claim 1, wherein a sand cushion is not required to be laid during the soft foundation treatment.
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Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2627202B1 (en) * | 1988-02-15 | 1992-04-17 | Menard Soltraitement | METHOD AND APPARATUS FOR CONSOLIDATION OF LANDS |
| JP2003328344A (en) * | 2002-05-14 | 2003-11-19 | Nippon Wellpoint Kyokai | High lift wellpoint apparatus |
| CN100480472C (en) * | 2006-06-09 | 2009-04-22 | 华南理工大学 | Quick reinforcing method and reinforcing device for super soft weak soil |
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2007
- 2007-08-01 CN CNB2007100295455A patent/CN100549304C/en not_active Expired - Fee Related
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