CN204982856U - Ground precipitation reinforcing system - Google Patents
Ground precipitation reinforcing system Download PDFInfo
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- CN204982856U CN204982856U CN201520769486.5U CN201520769486U CN204982856U CN 204982856 U CN204982856 U CN 204982856U CN 201520769486 U CN201520769486 U CN 201520769486U CN 204982856 U CN204982856 U CN 204982856U
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Abstract
The utility model relates to a ground precipitation reinforcing system, including evacuating device, the collector pipe to and precipitation device, the precipitation device is equipped with vertical pipeline including settling the filter tube bag in basic bore longitudinally in the filter tube bag, filter tube bag upper portion outside circumference cover is equipped with the sealed tube, and the sealed tube exposes the terminal of ground with the seal membrane or sealed lid is sealed links firmly, and seal membrane or sealed lid and vertical pipeline outer wall are sealed to be linked firmly, it has the filter material to fill between vertical pipeline and the filter tube bag, the sealed tube and longitudinally between the basic bore wall packing have sealant, vertical pipeline upper portion is the drinking -water pipe, the lower part is the filter tube, and the delivery port of precipitation device exposes the terminal opening of seal membrane or sealed lid for the drinking -water pipe. The utility model discloses can ram the in -process evacuation by force and draw water and continuously go on in step to improve and consolidate effect, reduction of erection time.
Description
Technical field
The utility model relates to a kind of dewatering of foundation and strengthens system, is applicable to foundation dynamic compaction process, belongs to foundation treatment technology field.
Background technology
Understand according to inventor, in method for processing foundation, hammer ram is mentioned eminence by lifting appliance by dynamic compaction (also known as dynamic consolidation method) repeatedly makes it freely fall, and to ground with shock and vibration energy, thus is tamped by foundation soil.In dynamic compaction, hammer ram freely to fall to ground with powerful impact energy, makes to occur shock wave and impact stress in soil, soil body hole is forced to compress, soil body local liquefaction, and crack is produced in tamping point surrounding soil, form good drainage channel, pore water and gas effusion, grogs is rearranged, reaches consolidation through timeliness densification, thus improve bearing capacity of foundation soil, reduce its compressibilty, eliminate the liquefaction of sand.
Current dynamic compaction is used widely in engineering, about the research of heavy tamping theory is also deepening continuously.Dynamic compaction reinforced unsaturated soil, the gas be commonly referred to be in soil is extruded, and hole reduces, and soil particle is reset form compact and stable, thus intensity improves.During Treatment by Dynamic Compaction saturated soft soil, the general method adopting precipitation to add low-lying level strong rammer, the pore water in the soil body and gas are discharged, and the soil body is compressed, soil particle structural rearrangement, and soil strength improves.The standard that heavy tamping treatment saturated clays water level reduces, different code requirements is not quite similar, groundwater table is reduced to below bottom surface, hole 2m by some suggestions, during the requirement high water level foundation dynamic consolidation also had, more than groundwater table must keep the overburden cover of more than 3.5m.
Existing foundation dynamic compaction precipitation technology mainly contains light-duty vacuum well-point dewatering and vacuum tube well precipitation technology.
Light-duty Vacuum Well Point Dewatering Technology arranges vacuum well in ground, by vacuumizing mode dewatering, forming negative pressure in foundation soil simultaneously, increasing subsidiary stress, accelerate the dissipation of excess pore water pressure.The technological process of this technology mainly comprises lays house steward, installs well-point pipe, connects well-point pipe and communicate with house steward, be connected the operations such as pumping equipment of bleeding, precipitation and observation; Well-point pipe is generally that the whole audience is arranged, about spacing 3-5m, array pitch is greater than spacing.According to tamping energy, ram the strong punning design parameter requests such as pass, interval time, tamping point layout, increase may be needed in Precipitation Process to repeat to extract, install the operations such as well-point pipe, ram construction to facilitate.
Vacuum tube well precipitation technology is under the prerequisite substantially keeping primary tube well construction, then adds a set of pumped vacuum systems at pipe well place, and two cover systems are separate.The technological process of this technology mainly comprises pore-forming, slurry is changed in clear hole, the operation such as pumping equipment, precipitation is bled in installing well conductors, backfill filtrate, sealing of hole, hole flushing, installation.Determine to vacuumize and the pumping for water pump time interval according to the water yield in well, automatic control realization can be adopted to vacuumize and automatically switch with pumping for water pump.
All there are some disadvantages in these two kinds of technology:
About light-duty Vacuum Well Point Dewatering Technology, its main disadvantage is: (1) well-point pipe whole audience is abound with, many with soil body contact point, the improper easy gas leakage of sealing of hole.(2) repeat to pull out, well-point pipe is installed, make to vacuumize precipitation and can not continue to carry out, affect the dissipation of excess pore water pressure in soil.(3) when processing region edge strong rammer, after extracting well-point pipe, if border does not have measures of preventing water, underground water can be back in place and raise groundwater table outside the venue.(4) mostly light well point pipe is slender metal pipe, under the vibration and lateral compression effect of strong rammer, can produce distortion, conjugates and cause gas leakage.Owing to there is above-mentioned disadvantage, the precipitation depth of the light-duty Vacuum Well Point Dewatering Technology of foundation dynamic compaction is general only at about 3m.
About vacuum tube well precipitation technology, its main disadvantage is: (1) vacuumizes and hockets with drawing water, and causes the negative pressure state in the soil body unstable, affects the dissipation of excess pore water pressure to a certain extent, have impact on the effect of strong rammer, also reduce the effect of negative pressure consolidation.(2) due to the borehole wall of pipe well needing perforate so that the inflow of underground water and vacuum transmission, ensure that pipe well does not damage under the vibration of strong rammer and squeezing action and soil pressure and negative pressure of vacuum effect, higher to the requirement of strength of tubing, cause the corresponding increase of cost.
Find through retrieval, the patent No. is 201120486016.X, Authorization Notice No. is CN202347513U, name is called the Chinese utility model patent of " using sand wick as the ultra-soft of vertical drainage passage soil shallow top layer rapid reinforcement system ", sand wick draining can be given full play to breathe freely and unpliant advantage, the shortcoming causing vacuum transmission not smooth when avoiding plastic draining board bending or be directly wrapped in discharge pipe line, not only consolidation effect can be improved, and greatly can shorten the pumpdown time, thus reach the object of fast, effectively reinforcing the shallow top layer of ultra-soft soil.But its sand wick adopts traditional structure, can not be directly applied for foundation dynamic compaction precipitation technology, need to be improved.
Utility model content
Technical problem to be solved in the utility model is: overcome prior art Problems existing, provides a kind of dewatering of foundation to strengthen system, can ram in process in strong rammer, vacuumizes and draw water synchronously to continue to carry out, thus improves consolidation effect, the reduction of erection time.
The technical scheme in the invention for solving the technical problem is as follows:
A kind of dewatering of foundation strengthens system, comprises vacuum extractor, the header be communicated with vacuum extractor extract opening, and the sand wick formula dewatering device that delivery port is communicated with header; It is characterized in that, described sand wick formula dewatering device comprises the filter pipe bag be placed in longitudinally datum hole, pipe tunnel is provided with in described filter pipe bag, described filter pipe bag upper outside circumference is arranged with sealed tube, described sealed tube exposes the end of ground and diaphragm seal or seal cap sealing and is connected, and described diaphragm seal or seal cover and pipe tunnel outer wall seal and be connected; Filtrate is filled with, described sealed tube and be longitudinally filled with sealing material between datum hole wall between described pipe tunnel and filter pipe bag; Described pipe tunnel top is drinking-water pipe, bottom is filter pipe, and the delivery port of described sand wick formula dewatering device is the distal opening that drinking-water pipe exposes diaphragm seal or seal cover.
In this system, the discharge of vacuum transmission and underground water has been come by the filter pipe bag of above-mentioned dewatering device, and contact area is large, and the efficiency transmitting vacuum and precipitation is high; Meanwhile, this dewatering device adaptive deformation very capable, not by the impact ramming vibration and the lateral compression caused, can ram in process in strong rammer the stability keeping precipitation.Like this, can ram in process in strong rammer, vacuumize and draw water and synchronously continue to carry out, thus improve consolidation effect, the reduction of erection time.
The technical scheme that the utility model system is perfect is further as follows:
Preferably, described filter pipe bag bottom seal, open top; Described filter pipe bag and longitudinally datum hole are closely affixed, and filter pipe bag length is not less than the longitudinally datum hole degree of depth; The material of described filter pipe bag is geosynthetics.
More preferably, described filter pipe bag is independent filtration beds or is formed by filtration beds and reinforcing layer tight bond, and described reinforcing layer is positioned at the outside of filtration beds or is positioned at the inside and outside both sides of filtration beds; The material of described filtration beds is non-woven geotextile, and the material of described reinforcing layer is geonet, geo-grid or fibrous material net.
Preferably, described drinking-water pipe is metal tube or plastic pipe; Described filter pipe is made up of tubing and screen pack that at least one deck is coated on outside tubing, and described tubing is metal tube or plastic pipe.
Preferably, described sealed tube adopts to metal tube or plastic pipe; Described diaphragm seal is sealed and is connected with sealed tube end, pipe tunnel outer wall by colligation respectively; The material of described diaphragm seal is polyethylene sheeting or polyvinyl chloride film; Described seal cover seals and is connected with sealed tube end, pipe tunnel outer wall through waterproof gasket cement respectively; The socket that described seal cover is provided with vacuum meter hole, pipe tunnel hole and is socketed with sealed tube end; Described socket internal diameter is greater than sealed tube end external diameter, or described socket external diameter is less than sealed tube end internal diameter.
Preferably, described header is formed by connecting through the first tube connector by some cross-talk headers, and described header has valve; Described header is connected with the distal opening of drinking-water pipe through reducer union, the second tube connector, efferent duct; Described efferent duct has valve.
More preferably, described header adopts plastic pipe, rubber tube or metal tube; First, second tube connector described is rubber hose or plastic flexible pipe; Described reducer union is reducing tee joint.
Preferably, described filtrate is sandy gravel; Described sealing material is clay product; Described vacuum means is set to jet type vacuum pump.
Compared with prior art, the beneficial effects of the utility model are as follows:
(1) can realize that ramming in process vacuumizes and draw water synchronously continues to carry out, ensure that inside soil body is continuous negative pressure state, accelerate the dissipation of excess pore water pressure in soil, shorten the time interval between ramming for twice, and in the soil body, produce negative pressure consolidation, consolidation effect can be improved, the reduction of erection time.
(2) to ensure in strong rammer process the steady of groundwater table in region, disposal field, reduce the impact of the outer groundwater recharge in place, raising dewatering effect.
(3) ability of dewatering device adaptive deformation is strong, not by the impact ramming vibration and the lateral compression caused, keeps the stability of precipitation in strong rammer process.
(4) discharge of vacuum transmission and underground water has been come by the filter pipe bag of dewatering device, and contact area is large, and the efficiency transmitting vacuum and precipitation is high.According to the technical indicator of the modified chimney filter bag of the character of various soil mass, its draining and anti-filter effect can be made to reach best, study discovery according to inventor, for mud, silt clay layer, adopt filter pipe bag can play better effect than other anti-filter structure.
(5) whole technical scheme favorable expandability, only need according to surveying parameter particularly, rational deployment's dewatering device, just can realize the conversion from " precipitation " to " vertical carrying+discharging consolidation ", also can pour into curing compound in dewatering device, form semi-rigid reinforcement solidification stake, the simple multiplexed combination of formation dexterously composite foundation, its bearer properties can be strengthened in engineer applied, reduce sedimentation, obtain good technique effect and economic effect.
The dewatering device that the utility model adopts has vertical drainage effect and anti-vibration and the performance of adaptive deformation, while heavy tamping treatment ground, continue to vacuumize by vacuum extractor and make to form negative pressure in dewatering device, water in foundation soil body, gas are pumped out, is beneficial to the soil body rapidly solidified.
Accompanying drawing explanation
Fig. 1 is the agent structure schematic diagram of the utility model embodiment.
Fig. 2 is the header distribution schematic diagram of Fig. 1 embodiment.
Fig. 3 is the header syndeton schematic diagram of Fig. 1 embodiment.
Detailed description of the invention
With reference to the accompanying drawings and the utility model is described in further detail in conjunction with the embodiments.But the utility model is not limited to given example.
Embodiment
As shown in Figure 1 to Figure 3, the present embodiment dewatering of foundation strengthens system, comprises vacuum extractor 1, the header 2 be communicated with vacuum extractor 1 extract opening, and the sand wick formula dewatering device that delivery port is communicated with header 2; Sand wick formula dewatering device comprises the filter pipe bag 4 be placed in longitudinally datum hole 3, pipe tunnel 5 is provided with in filter pipe bag 4, filter pipe bag 4 upper outside circumference is arranged with sealed tube 6, sealed tube 6 exposes the end of ground and diaphragm seal or seal cover 7 and seals and be connected, and diaphragm seal or seal cover 7 seal with pipe tunnel 5 outer wall and be connected; Filtrate 8 is filled with, sealed tube 6 and be longitudinally filled with sealing material 9 between datum hole wall between pipe tunnel 5 and filter pipe bag 4; Pipe tunnel 5 top is drinking-water pipe 10, bottom is filter pipe 11, and the delivery port of sand wick formula dewatering device is the distal opening that drinking-water pipe 10 exposes diaphragm seal or seal cover 7.
Specifically, filter pipe bag 4 bottom seal, open top; Filter pipe bag 4 and longitudinally datum hole 3 are closely affixed, and filter pipe bag 4 length is not less than longitudinally datum hole 3 degree of depth; The material of filter pipe bag 4 is geosynthetics.Filter pipe bag 4 is for independent filtration beds or formed by filtration beds and reinforcing layer tight bond, and reinforcing layer is positioned at the outside of filtration beds or is positioned at the inside and outside both sides (not shown) of filtration beds; The material of filtration beds is non-woven geotextile, and the material of reinforcing layer is geonet, geo-grid or fibrous material net.Meanwhile, the material index such as thickness, intensity, transmission coefficient, elongation per unit length of filter pipe bag 4 filtration beds, and the material index such as the material category of reinforcing layer, intensity, mesh size, take the circumstances into consideration to select according to geological conditions and strong punning design parameter.
Drinking-water pipe 10 is metal tube or plastic pipe; Filter pipe 11 is made up of tubing and screen pack that at least one deck is coated on outside tubing, and tubing is metal tube or plastic pipe (not shown).
Particularly, in the present embodiment, the caliber of drinking-water pipe 10 is 35-63mm, and length is 6-10m; The caliber of filter pipe 11 is 35-63mm, and length is 1-2m, and porosity is greater than 15%; Screen pack is 30 ~ 80 order nylon wire or copper mesh.
Sealed tube 6 adopts metal tube or plastic pipe; Diaphragm seal is sealed and is connected with sealed tube 6 end, pipe tunnel 5 outer wall by colligation respectively; The material of diaphragm seal is polyethylene sheeting or polyvinyl chloride film; Seal cover seals and is connected with sealed tube 6 end, pipe tunnel 5 outer wall through waterproof gasket cement respectively; The socket that seal cover is provided with vacuum meter hole, pipe tunnel hole and is socketed with sealed tube 6 end, socket internal diameter is greater than sealed tube 6 end external diameter, or socket external diameter is less than sealed tube 6 end internal diameter.
Particularly, in the present embodiment, the caliber ratio longitudinally little 90-110mm of datum hole 3 of sealed tube 6; Residing for sealing material 9 bottom, the degree of depth is 0.5-2m; Minimum tensile strength >=the 16.5MPa of diaphragm seal, minimum elongation at break >=220%, minimum angle tear strength >=40kN/m, thickness is 0.12-0.16mm.
As shown in Figure 3, header 2 is formed by connecting through the first tube connector 13 by some cross-talk headers 12, and header 2 has valve 17-1; Header 2 is connected with the distal opening of drinking-water pipe 10 through reducer union 14, second tube connector 15, efferent duct 16; Efferent duct 16 has valve 17-2.Header 2 adopts plastic pipe, rubber tube or metal tube (such as, the optional 75-110mm of caliber, and the negative pressure of vacuum bearing more than 98kPa under summer high temperature and winter low temperature); First, second tube connector 13,15 is rubber hose or plastic flexible pipe; Reducer union 14 is reducing tee joint.In addition, efferent duct 16 can be selected to be provided with water meter 18.
In addition, filtrate 8 is sandy gravel; Sealing material 9 is clay product; Vacuum extractor 1 is jet type vacuum pump.
Particularly, in the present embodiment, the gravel diameter of sandy gravel is no more than 20mm and without sharp corners; The mud content of sandy gravel is less than 5%; The sticky content > 15% of clay, transmission coefficient < 1 × 10-5cm/s; Longitudinally the degree of depth of datum hole 3 is 8-12m, diameter is 20-40cm; The single-machine capacity of jet type vacuum pump is at least 5.5kw, and when air inlet position is in closed state, the vacuum pressure of jet type vacuum pump is not less than 96kPa.
Longitudinally datum hole 3 can adopt tiretube process or boring method to carry out pore-forming, according to different geological conditionss, working environment and cost factor reasonable selection during construction.
The present embodiment adopts the specific implementation process of tiretube process as follows:
1, vertical pore-forming in ground.Squeeze in soil by steel sleeve after facility are in place, multiplex vibratory drilling method construction, guide rail should be vertical, and steel sleeve must not bend.Become hole perpendicularity allowable variation 1.5%, construction depth and diameter of steel tube are not less than design load.
2, filter pipe bag 4 is sunk to.Tighten bottom preprepared filter pipe bag 4, load the sandy gravel of about 20cm, pipe bag length should be longer than ground datum hole, then slowly sinks in sleeve pipe.
3, pipe tunnel 5 is installed.In filter pipe bag 4, insert sandy gravel in advance to filter pipe 11 end elevation, then place pipe tunnel 5 between two parties.
4, sandy gravel is inserted.The upper end of filter pipe bag 4 is fixed on funnel, from bell mouth by vibration limit, sandy gravel limit inflow pipe bag, sandy gravel is filled to overhead appropriate depth, unclamps the upper end of chimney filter bag 4, places sealed tube 6, again fix filter pipe bag 4, continue to fill out sandy gravel in filter pipe bag 4, till dress actual load is full, then unload pipe bag from funnel, tighten sleeve pipe upper cover, promote sleeve pipe to ground.
5, sealing of hole.
5-1, hole wall seal: tamp with clay in sealed tube 6 surrounding hole, when sealed tube 6 is darker, first at the dense thick clay slurry of bottom perfusion, then can tamps at top clay, or seal with prefabricated air-dry high-quality swell soil ball.
5-2, orifice sealing: adopt (1) or (2).
(1) " sealed tube+diaphragm seal " strapping: at least 1 layer of diaphragm seal is pasted onto sealed tube 6 upper end before installing by sealed tube 6; after hole wall sealing; at the fixing drinking-water pipe 10 of sealed tube 6 mouthfuls; diaphragm seal and drinking-water pipe 10 closely colligation will be exposed; air tight; arrange topping under diaphragm seal, topping can take the circumstances into consideration the material adopting suitable material as the case may be.
(2) seal cap sealing method.After hole wall sealing, the pipe tunnel borehole jack of seal cover is entered drinking-water pipe 10, then socket is inserted in sealed tube 6 mouthfuls, then vacuum meter 19 is loaded vacuum meter hole, the waterproof gasket cement process of all junctions.
6, header and jet vacuum pump are installed.First discharge subset water pipe 12, connect by rubber hose, form header 2, to adapt to the out-of-flatness in place and to ram vibration effect, and be convenient to installing/dismounting and recycling, by network-like connection, ensure the arbitrary cross-talk header 12 of dismounting and the dewatering device that do not affect these cross-talk header 12 two ends normally vacuumizes precipitation.Header 2 installation, then installs jet vacuum pump, and by drinking-water pipe 10 through efferent duct 16, rubber hose, reducer union 14 access set water pipe 2.Jet vacuum pump is evenly arranged in stabilization zone surrounding, and also can be arranged in the middle part of stabilization zone in right amount if desired, jet vacuum pump adopts rubber hose to be connected with header 2.
7, precipitation is vacuumized.After whole precipitation system all installs, sealing situation is looked in examination sampling observation, seals intact i.e. vacuum-pumping precipitation.Construction later stage vaccum-pumping equipment is opened quantity and can water level decreasing situation be taken the circumstances into consideration to reduce under base area.Vacuumize ending standard to determine according to designing requirement.
8, precipitation system is removed.Vacuumize precipitation to terminate, i.e. dismountable precipitation system.
In addition to the implementation, the utility model can also have other embodiments.All employings are equal to the technical scheme of replacement or equivalent transformation formation, all drop on the protection domain of the utility model requirement.
Claims (8)
1. dewatering of foundation strengthens a system, comprises vacuum extractor, the header be communicated with vacuum extractor extract opening, and the sand wick formula dewatering device that delivery port is communicated with header; It is characterized in that, described sand wick formula dewatering device comprises the filter pipe bag be placed in longitudinally datum hole, pipe tunnel is provided with in described filter pipe bag, described filter pipe bag upper outside circumference is arranged with sealed tube, described sealed tube exposes the end of ground and diaphragm seal or seal cap sealing and is connected, and described diaphragm seal or seal cover and pipe tunnel outer wall seal and be connected; Filtrate is filled with, described sealed tube and be longitudinally filled with sealing material between datum hole wall between described pipe tunnel and filter pipe bag; Described pipe tunnel top is drinking-water pipe, bottom is filter pipe, and the delivery port of described sand wick formula dewatering device is the distal opening that drinking-water pipe exposes diaphragm seal or seal cover.
2. dewatering of foundation according to claim 1 strengthens system, it is characterized in that, described filter pipe bag bottom seal, open top; Described filter pipe bag and longitudinally datum hole are closely affixed, and filter pipe bag length is not less than the longitudinally datum hole degree of depth; The material of described filter pipe bag is geosynthetics.
3. dewatering of foundation according to claim 2 strengthens system, and it is characterized in that, described filter pipe bag is independent filtration beds or is formed by filtration beds and reinforcing layer tight bond, and described reinforcing layer is positioned at the outside of filtration beds or is positioned at the inside and outside both sides of filtration beds; The material of described filtration beds is non-woven geotextile, and the material of described reinforcing layer is geonet, geo-grid or fibrous material net.
4. dewatering of foundation according to claim 1 strengthens system, and it is characterized in that, described drinking-water pipe is metal tube or plastic pipe; Described filter pipe is made up of tubing and screen pack that at least one deck is coated on outside tubing, and described tubing is metal tube or plastic pipe.
5. dewatering of foundation according to claim 1 strengthens system, it is characterized in that, described sealed tube adopts metal tube or plastic pipe; Described diaphragm seal is sealed and is connected with sealed tube end, pipe tunnel outer wall by colligation respectively; The material of described diaphragm seal is polyethylene sheeting or polyvinyl chloride film; Described seal cover seals and is connected with sealed tube end, pipe tunnel outer wall through waterproof gasket cement respectively; The socket that described seal cover is provided with vacuum meter hole, pipe tunnel hole and is socketed with sealed tube end; Described socket internal diameter is greater than sealed tube end external diameter, or described socket external diameter is less than sealed tube end internal diameter.
6. dewatering of foundation according to claim 1 strengthens system, and it is characterized in that, described header is formed by connecting through the first tube connector by some cross-talk headers, and described header has valve; Described header is connected with the distal opening of drinking-water pipe through reducer union, the second tube connector, efferent duct; Described efferent duct has valve.
7. dewatering of foundation according to claim 6 strengthens system, it is characterized in that, described header adopts plastic pipe, rubber tube or metal tube; First, second tube connector described is rubber hose or plastic flexible pipe; Described reducer union is reducing tee joint.
8. the dewatering of foundation according to any one of claim 1 to 7 strengthens system, and it is characterized in that, described filtrate is sandy gravel; Described sealing material is clay product; Described vacuum means is set to jet type vacuum pump.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520769486.5U CN204982856U (en) | 2015-09-30 | 2015-09-30 | Ground precipitation reinforcing system |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520769486.5U CN204982856U (en) | 2015-09-30 | 2015-09-30 | Ground precipitation reinforcing system |
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| CN204982856U true CN204982856U (en) | 2016-01-20 |
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| CN201520769486.5U Expired - Fee Related CN204982856U (en) | 2015-09-30 | 2015-09-30 | Ground precipitation reinforcing system |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106269833A (en) * | 2016-09-18 | 2017-01-04 | 浙江华展工程研究设计院有限公司 | A kind of dialysis apparatus administering soil pollution |
| CN107938645A (en) * | 2017-12-18 | 2018-04-20 | 成都隶盈科技有限公司 | A kind of vacuum preconsolidation drainage and construction method |
-
2015
- 2015-09-30 CN CN201520769486.5U patent/CN204982856U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106269833A (en) * | 2016-09-18 | 2017-01-04 | 浙江华展工程研究设计院有限公司 | A kind of dialysis apparatus administering soil pollution |
| CN106269833B (en) * | 2016-09-18 | 2024-01-05 | 浙江华展研究设计院股份有限公司 | Dialysis device for treating soil pollution |
| CN107938645A (en) * | 2017-12-18 | 2018-04-20 | 成都隶盈科技有限公司 | A kind of vacuum preconsolidation drainage and construction method |
| CN107938645B (en) * | 2017-12-18 | 2019-12-03 | 上海三航奔腾海洋工程有限公司 | A kind of vacuum preconsolidation drainage and construction method |
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